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36-398 92 EMERSON WAY BP-2020-0360 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 36-398 CITY OF NORTHAMPTON Lot: -001 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-2020-0360 Project# JS-2020-000604 Est. Cost: $465655.00 Fee: $1260.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 047146 Lot Size(sq. ft.): 11848.32 Owner: HARKAWIK DENNIS Zoning: Applicant. WRIGHT BUILDERS AT. 92 EMERSON WAY Applicant Address: Phone: Insurance: 48 Bates St (413) 586-8287 (116) Workers Compensation NORTHAMPTON MAO 1060 ISSUED ON:9/20/2019 0:d0:00 TO PERFORM THE FOLLOWING WORK:NEW SINGLE FAMILY HOUSE POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 9/20/2019 0:00:00 $1260.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner File#BP-2020-0360 ` APPLICANT/CONTACT PERSON WRIGHT BUILDERS ADDRESS/PHONE 48 Bates St NORTHAMPTON (413)586-8287(116) PROPERTY LOCATION 92 EMERSON WAY fill MAP 36 PARCEL 398 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSEDQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid Typeof Construction: NEW SINGLE FAMILY HOUSE New Construction Non Structural interior renovations Addition to Existing AccessoEy Structure Building Plans Included: Owner/Statement or License 047146 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR 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 9 �o Sign a of Building Official V0 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. Qspartment use only City of Northampton ` StetIv (is�fPerirllt Building Department t '=� y Curb GuftDriveWfiy psrmli t 212 MaIlh Street a Vis: ROor31 100 SEP wterMT Ei Availability `Y Northam to MA 0.1060 8 2019 p 0, Twos$ •ofStrudtuiaL;Pl�ris:�^a_::�'�;.: .:;= he - ne 413 687 124 Fax - 3-5 7 72 0 _ 8 .12 P 4 � i?E t/Site R a. n ir , - fl'�- APPLICATIOMTO CONSTRUCT,ALTER,REPAIR,RENO-VATE-OR1DI! O f4H A ONE OR TWO FAMILY DWELLING SECTION 1:-SITE INFORMATION 1.1.Pmerty Address: This section to be cornpteted by office Map. Lot Unit. 1 zotie OverldDistrict 62,,r'e1)C.(?, r A#4 r y EIm St-RletrICL_ CB District T SECTION 2-PROPERTY OWNERSHIPIAUTHORIZED AGENT 2.1 Owner of Record: Na. a(Print). Current Mailing Address: Telephone Signaluie 2,2 AuthorizedAclent: t Nwe{ rint) Current Mailing — Addres Signature Telephone. g i SECTION 3 ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Oficial Use Only co Meted by permit applicant 1. Building of�' �(�` (a)Building Permit Fee 2. .Elactrical ! (b)Estimated Total Cost of b �b• �' Constructlon.fratri S 3. Plumbing �. Building Permit Fee 4. Mechanical(HVAC] b.Fire Protection 6. Tota]-(1.+2+3+4+5) Check NUrnbar 5 This Section For Official Use Oril Building.Permit NDateumber: _ Issued:: k Signature: UU ad Bulfding.Commissionerllnspector of Widings Date i EMAIL ADDRESS (REQUIRED; EITHER HOMEOWNER OR GO..NTRACTOR). Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size Frontage l gyp. 77 140. .35' r Setbacks Front Zl Z' Side L: /�7- R: A5 L: R: Rear 3 3 v Building Height Bldg. Square Footage % Open Space Footage % (Lot area minus bldg&paved parking) #of Parking Spaces O Y Fill: volume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO 0 DON'T KNOW ► YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO © DONT KNOW © YES IF YES: enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO 19 DONT KNOW ® YES O IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained © Obtained Q , Date Issued: C. Do any signs exist on the property? YES ® NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES 0 NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,25ovation,or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES ® NO IF YES,then a Northampton Storm Water Management Permit from the DPW is required. SECTION 5-DESCRIPTION OF ROP08ED WORK(check all applicable). Naw HausaAddition Replacement.Windows. Alteration(s). Roofing Or Doors zJ Accessory Bldg. 0 Demolition 0. New Signs (C:3] Decks [p Siding[�] OEher[i�j .Brief Description of Proposed n � Work: 'v G n� Alteration of existing bedroom. Yes_ NO Adding new bedroom Yes X _:N Attached.Narrative. Renovating unftn shed.basement Yes. No Plans Attached Roll -.Sheet sa.`(f(Vew house and`ar'atfditi to existlln `-housin ..cam [ete.the follow n a. Use of building.-.One:Family Two Family Other. b. Numberof rooms in:each family urii#: Number.cf Bathrooms 31— q c. Is there a.garage attached? d. .Proposed Square footage of neer construction. Dimensions e. Number of stof•ies? "' oatc-CASt-r f. Method of heating? M t N j s��` Fireplaces of Weedstaaee-- C-JLV �Number of each. g. Energy Conservation.Compp[iance. '� .Masscheck Energy Corripliance.form attached? (' _ h. Type:of construction.. 5 g 1. Is construction within 1004, of weifands? Yes No. 16 conatructlon within 400 yr. floodplain LYi=s iVo j. Depth:of baseinentor cellar floor below finished grade_ , k. Will building conform to the Building and Zoning regulations? Y W Yes—'No. I. Septic Tank City.SewerPrivate well City:water.Supply_ /t,v'�� A Z .� n,,.p SECTION 7a.-.OWNER AUTHORIATION-TO BE COMPLETED WHEN /' OWNERS AGENT OK CONTRACTOR APPLIES FOR BUILDING PERMIT i 1. �� l 5...,!' 1 �V�'..l—� /` • � ��i'� as Owner.of the subject property i Ila,here auDe 'Alt" M f to ct on r y be If ry ll.m Iters . lalve cw ahod thitbuilding permit application. 7 ignalure f.Owner Date yJ ashe Owner/� N Agent hereby declare that the statements and.infomtation on the foregoing application are true and accurate;,to the best o my knarNledgelffj n : e ief: Signed under the pains and penalties.of perjury. Print Name 99 Ail D�! Stgnature.of er/Aggril vDale SECTION 8 -CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: ,I /�� p fG Not Applicable ❑ Name of License Holder: V V f`''' � �/ /"TT'� I 6 ( ? / LfSO License Number �g 57-1 /Vq 03- /9 /4-y Address Expiration D e Signature Telephone 9. Registered Home Improvement Contractor: Not Applicable ❑ U/ �,I �-y 17 Vbw l 01 �- ?� Company Name Registration Number Addressrr Expiration Date Telephone 51b 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 .Joy-- ir Massachusetts \ d c r.k DEPARTMENT OF BUILDING INSPECTIONS 212 Main Street • Municipal Building \� e Northampton, MA 01060 Fee Calculator for Residential Properties Location : 1 M E 0 (J Vv `A� Square Footage Amount Basement @ .20 1 ST Floor @ .50 2nd Floor @ .50 �, a'� 0 S° '/2 Floors, Finish Attic, Garage @ .20a" �D Deck / Porches @ .20 3 Total � ►� P� ��' `� X 1� 133 6. Commonwealth of Massachusetts e F �C Division of Professional Licensure Board of Building Regulations and Standards - Construction.,$tr#et �j1 & 2 Family CSFA-047146 _7 �jpires: 02/09/2021 MARK F LEDWELL ; 231 W HAWLEY RD CHARLEMONT MA 01339 40 Commissioner '� � Office of Consumer Affairs and Business Regulation 1000 Washington Street - Suite 710 Boston, s usetts 02118 Home 6rnprov e Ctcr Registr2ton t-;; Type: Corpaafion BUILDERS, INC. ! zj q�es$-�tflan: 101536 WRIGHT BU �1 ��` 48 BATES STF2� B�irataosa: 06125!2020 NORTHAMPTON, MA 01060 �a r L�� Sy0 Up1,-Address and Return Card. SCA 1 4 20 aW17 J/1B [�i�n�ronrvP.¢ll�L a�✓!�!�¢J1¢UXkseld� Office of Cnnsumer Affairs&Business Regulardan HOME IMPf'vRegistration CONTRACTOR valid for individuM use onaj raficn before the expiration If ff u nd m--turn to: R i Expiration Office of Consumer aend Business Regaaiadan rr 06125/2020 1000 Washington Sfxeet-Su to 710 WRIGHT T BUI Boston,IMAA 02 $: � � •f .IorlATriAN a v , �� . 48 BATES STRE ° NORTHAMPTON,AAA 01060 Undersecretary � Valid without signature z s i \ The Commonwealth of Massachusetts Department of Industrial Accidents a I Congress Street,Suite 100 a Boston,MA 02114-2017 w ' www mass.gov/dia Workers' Compensation Insurance Affidavit:Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information Please Print Leeibly Name (Business/Organization/Individual): T 1' v l' "'fo-1 ..— Address:— City/State/Zip: ddress:City/State/Zip:N0 A fn 101b MA b�O Phone#: Are you an employer?Check the appropriate boa: Type of project(required): 1. I am a employer with employees(full and/or part-time).*❑ 7.A New construction 2.❑I am a sole proprietor or partnership and have no employees working for me in 8. ❑Remodeling any capacity.[No workers'comp.insurance required.] 9. El Demolition 3.F�I am a homeowner doing all work myself.[No workers'comp.insurance required.]t 4.❑lam a homeowner and will be hiring contractors to conduct all work on my property. I will 10[]Building addition ensure that all contractors either have workers'compensation insurance or are sole 11.❑Electrical repairs or additions proprietors with no employees. 12.E]Plumbing repairs or additions 5.,b�am a general contractor and I have hired the sub-contractors listed on the attached sheet. 13.[:]Roof p repairs These sub-contractors have employees and have workers'comp.insurance.t 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. tContractors 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. N Insurance Company Name: /Y ac_- / Policy#or Self-ins.Lic.#: n eC �O a 6 O 0 S 3� )-VI FA Expiration Date: 7 r 1 Job Site Address: o� � eR'SD fJ �'� _( City/State/Zip: pW Ll/0(0 a.. Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). 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. Ido hereby certify under the pains and penalties of perjury that the information provided above is true and correct Signature: �ZDate: ri: Phone#: /"t l 1 3 - ST f — r-a-1 9 Official use only. Do not write in this area,to be completed by city or town official. City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: .�►c'o CERTIFICATE OF LIABILITY INSURANCE FDATE(MM'DD"YYY) 03/11/2019 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT Jenna Duval,CISR Elite Webber&GrinnellPHONE (413)586-0111 FAX (413)586-6481 A1C No Ext): 8 North King Street E-MAIL duval webberand rinnell.com ADDRESS: @ g INSURER(S)AFFORDING COVERAGE NAIC# Northampton MA 01060 INSURERA: Arbella Protection 41360 INSURED INSURER B: MA Employers/A.I.M. Wright Builders,Inc. INSURER C: INSURER D: 48 Bates Street INSURER E: Northampton MA 01060 INSURER F: COVERAGES CERTIFICATE NUMBER: Master 2020 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADUL SUBR POLICY EFFPOLICY EXP LTR TYPE OF INSURANCE INSD WVD POLICY NUMBER MMIDDIYYYY MMIDDNYYY LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 DAMAGE R N E 100,000 CLAIMS-MADE X OCCUR PREMISES Ea occurrence $ MED EXP(Any one person) $ 5,000 A 8500068268 03/01/2019 03/01/2020 PERSONAL&ADV INJURY $ 1,000,000 GEN'LAGGREGATE LIMITAPPLIES PER: GENERAL AGGREGATE $ 2,000,000 X POLICY ❑PRO2,000,000 JECT LOC PRODUCTS-COMPIOPAGG $ OTHER: Employee Benefits $ 2,000,000 AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ 1,000,000 Ea accident ANYAUTO BODILY INJURY(Per person) $ A OWNED SCHEDULED 1020070845 03/01/2019 03/01/2020 BODILY INJURY(Per accident) $ AUTOS ONLYIx AUTOS X HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY Per accident PIP-Basic $ 8,000 X UMBRELLA LIAB1-1OCCUR EACH OCCURRENCE $ 5,000,000 A EXCESS LIAB CLAIMS-MADE 4600068266 03/01/2019 03/01/2020 AGGREGATE $ 5,000,000 DED I X1 RETENTION$ 101000 $ WORKERS COMPENSATION X7 PER Y f N OTH- AND EMPLOYERS'LIABILITY /� STATUTE ER'ANY PROPRIRIPARTNERIEXECUTIVE E.L.EACH ACCIDENT $ 500,000 B OFFICER/MEMBMBEREXCLUDED? � NIA MCC20020005342018A 03101/2019 03/01/2020 (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE $ 500,000 If yes,describe under 1,000,000 I IPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101,Additional Remarks Schedule,may be attached if more space is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN Informational Purposes Only ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD City of Northampton r Massachusetts �; ly DEPARTMENT OF BUILDING INSPECTIONS 212 Main Street •Municipal Building PD Northampton, MA 01060 1 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: qa- L-M�"-6 r� yi " (Please print house number and street name) Is to be disposed of at.- (Please t:(Please print name and location of facility) Or will be disposed of in a dumpster onsite rented or leased from: (Company Name and Address) l� Signature of Permit Applicant or Owner Date If, for any reason, the debris will not be disposed of as indicated, the Applicant or Owner shall notify the Building Department as to the location where the debris will be disposed. MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. W 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: 92 Emerson Way tau reau@wriht ub ilders.com Inquiry Made By: Roger Cooney,Wright Builders,Inc. 413-586-8287 ext 105 (Name) (Telephone Number) Date of Inquiry: 8/23/2019 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 X No Size of Water Main: 8" Material: Ductile Iron Age: 2016 Approximate Static Street Pressure: 50 psi 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 main. - 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 mi ' of 5 worki days no -All work shall con Yrttlih=F Water 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 1 � MUNICIPAL SEWER AVAILABILITY APPLICATION Northampton Streets Department S�v 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: 92 Emerson Way, Northampton Date of Inquiry: 08/23/2019 Inquirer with contact info: Roger Cooney, Wright Builders, Inc. 413-586-8287 Ext. 105 Reason for Request: New Single Family Residence Municipal Sewer Main in Front of Location: Yes X No Size of Sewer Main: Material: Age: Depth of Sewer Main: Length of Sewer Main: Size of Service Connection: Type of Service Connection: Domestic Tie In: ($1,250) Subdivision Tie In : ($2,500) Tie-in to Private Sanitary: X $ - N/A Tie-in to Existing Sanitary Service: 4t $ - N/A Comments: This property is located in the Emerson Way development. Sewer & Water services are already stubbed into the property _ 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. --kid--- Date: y A ��ly► Sewer Dept. Foreman Sewer Entry$ A- MUNICIPAL STORM DRAIN AVAILABILITY APPLICATION Northampton Department of Public Works 125 Locust Street Northampton, MA 01060 A Department of Public Works Trench Permit and Storm Drain Entry Permit shall be require( prior to any construction or connection activity associated with this application. Location: 92 Emerson Way, Northampton Inquiry Made By: Roger Cooney, Wright Builders, Inc. Date of Inquiry: 08/23/2019 Size of Proposed Connection 6" Material: HDPE (Attach plan and specifications of proposed connection) Source of Drainage Proposed to Discharge to Municipal Drain System: Driveway/Parking Lot: Exterior Foundation/Foot Drain: Roof: Sump Pump_ (Clean Discharge Agreement attache ) Other (describe): French Drain Type of Mitigation Prior to Connection to Municipal Drain System Flow Reduction (i.e.infiltraion, detention system) Water Quality Treatment: Applicant fill out down to this line .......................................................... Municipal Storm Drain Available: Yes: No: Size of Municipal Drain Line Material: Age: Type of Service Connection: Tie-in to Storm Drain Manhole Tie-in to Catch B, /) //� Domestic Tie-in ($1,250) Subdivision Tie-i Comment's: Pr'y`� jyfd�e.t A corresponding "storm drain enterance fee" shall be paid prior to making any connection to the municipo drain system. Arrangements of such installtion shall be made with the Northampton Streets Department w minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. -a— /u f hat, L1JCENTER FOR U EcoTechnology we make green make sense- ENERGY EFFICIENCY PLAN 92 Emerson Way, Northampton MA Conditioned Floor Area and Volume 2179 ft2, 27,793 ft3 (including basement Building Type Single family detached Bedrooms 2 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 Under Slab 4" Formula-R R-21.6 underneath Thermal Break at Slab Ede 4" XPS R-20 camfered down to 2" at to 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 Walls to Garage Same as exterior walls Windows Triple glazed, Argon gas filled, U-value = 0.20, SHGC = 0.20 Glass Doors Double glazed, Argon gas filled, U-value = 0.29, SHGC = 0.28 Exterior Doors R-5/ U-0.20 Roof 4" closed cell spray foam + 10° dense-packed cellulose (R-59) Enclosed with interior air barrier (drywall and/or vapor retarder Air Sealing & Blower Door Test Aerobarrier run until 0.6 ACH50 or better achieved 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 Multi head ductless mini-split system 11 HSPF, 19 SEER Thermostats Programmable Water Heating Equipment 2.69 EF heat pump water heater, 80 gallons Domestic Hot Water Pipes Maximum of 37 feet total distance from water heater to farthest fixture Energy Recovery Ventilator, 48 watts Whole House Ventilation 71% Adjusted Sensible Recovery Efficiency, 58% Adjusted Total Recovery Efficiency 66 CFM continuous airflow 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/Dryer Any ENERGY EFFICIENCY PLAN Preliminary Home Energy Rating Results Based on the assumptions described above, we have calculated the following Preliminary Home Energy Rating results. Preliminary HERS Index: 42 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: 9/11/2019 Job#: 19-04528 Page 2 of 2-The Center for EcoTechnology-Tel(413)586-7350 ext.242- Fax(413)586-7351 -greenhomena cetonline.org CS StmctuTeTm 2018.9[Build 16] WrightHarkawikRennie-Level 8 / 8-30-19 kmBeamEngine 2018.9.0.1 Materials Database 1572 1: 1 Of l Member Data Description:CaIcB11 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.4 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 2.00" 801 200 Live Replacement Uniform (PLF) Top 1' 2.00" 2' 7.00" 801 200 Live Replacement Uniform (PLF) Top 2' 7.00" 4' 0.75" 801 200 Live Replacement Uniform (PLF) Top 4' 0.75" 5' 7.50" 801 200 Live Point(LBS) Top 4' 1.75" 105 4019 Live Point(LBS) Top 4' 1.75" 8835 0 Snow 5 7 8 O 0— 5 7 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVUPSL(DF/SP) End-Grain(1000psi) N/A 1.500" 4394# 2 5' 7.500" Wall LVUPSL(DF/SP) End-Grain(1000psi) NIA 2.661" 10478# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 1967# 1991# 1426# 2 2024# 6844# 3634# Design spans 4'10.250" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 11332.'# 25040.'# 45% 4.15' Total Load D+S Shear 103094 10898.# 94% 4.51' Total Load D+S TL Deflection 0.0511" 0.2427' U999+ 3.06' Total Load D+0.75(L+S) LL Deflection 0.0335" 0.1618" U999+ 3.06' Total Load 0.75(L+S) Control: Shear DOLS: Live—_1100% Snow=1151/. Roof=1251/. Wind=160% Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives OF Mgssgcy o CHRISTOPHER G u, DUDEK ov CIVIL n No.2q566 All product names are trademarks tf their respective o / T �tvQ Doug Hodgins F rk Miles Inc. Copyright(C)2018 by Simpson StrIpng-Tie Company I . g 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this draw m riteria for Loads,Loading Conditions,and West Hatfield Ma. ;vans listed nn this sheet.The desicn must be reviewed bva aualifed desioner or desion orofession i ed for approval.This design assumes product CS StructureTM 2018.9[Build 16] WrightHarkawikRennie-Level 8 8-30-19 kmBsamEngine 2018.9.0.1 prn Materials Database 1572 1: 1 of 1 of 5 Member Data Description:CalcG3 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 12.0 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 9.50" 0 19 Live Replacement Uniform (PLF) Top 0' 0.00" 2' 9.50" 62 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 18' 9.50" 6 1 Live Replacement Uniform (PLF) Top 0' 0.00" 18' 9.50" 40 10 Live Point(LBS) Top 2' 9.50" 9 966 Live Point(LBS) Top 2' 9.50" 1672 0 Snow Point(LBS) Top 18' 6.00" 100 31 Snow Point(LBS) Top 18' 6.00" 10 984 Live Point(LBS) Top 18' 6.00" 2359 0 Snow T EW 8 5 4 10 4 4 i 18 9 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 1.500" 1879# 2 8' 5.250" Wall SPF Plate(425psi) N/A 1.500" 1657# 3 18' 9.500" Girder SPF Plate(425psi) N/A N/A 3516# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 173# 1172# 708# 2 532# 751# 695# 3 209# 2368# 1057# Design spans 8' 2.625" 10' 0.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4490.'# 24466.'# 18% 2.79' Total Load D+S Negative Moment 1831.'# 24466.'# 7% 8.44' Total Load D+0.75(L+S) Shear 1776.# 90814 191/0 0.23' Total Load D+S TL Deflection 0.0369" 0.4109" L/999+ 3.51' Total Load D+S LL Deflection 0.0232" 0.2740" L/999+ 3.51' Total Load S Control: Shear DOLS: Live--100% Snow=115% Root=1250/. Wind=160% F�� Manufacturer's installation guide MUST be consulted for multi-ply connection (i4 Minimum bearing length requirements at hangared connections depend on the e a `� in this design. o`er CHRISTOPHER G tiG N DUDEK o0 CIVIL v No.29566 All product names are trademarks of their respective o 9�C / WdfaQD Doug Hodgins Frk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company I . 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this dra m Loads,Loading Conditions,andWest Hatfield Ma. nctnA—thic chawr ThA A—inn mu_cthe r—iewad by a nualifi—I desinner or design nrofession l.This desipn assumes product CS StructureTm 2018.9[Build 16] WrightHarkawilcRennie-Level 8 8-30-19 kmBeamEngine 2018.9.0.1 Materials Database 1572 1:09pm 2 of 5 Member Data Description:CalcG4 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 12.0 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 32' 0.00" 40 10 Live Replacement Uniform(PLF) Top 0' 0.00" 32' 0.00" 40 10 Live Point(LBS) Top 0' 4.63" 0 1 Live Point(LBS) Top 0' 4.63" 0 3 Live Point(LBS) Top 0' 4.63" 1 109 Live Point(LBS) Top 0' 4.63" 2 247 Live Point(LBS) Top 0' 4.63" 290 0 Snow Point(LBS) Top 0' 4.63" 659 0 Snow Point(LBS) Top 14' 2.00" 41 1476 Live Point(LBS) Top 14' 2.00" 3476 0 Snow Point(LBS) Top 17' 2.00" 65 2307 Live Point(LBS) Top 17' 2.00" 5462 0 Snow Point(LBS) Top 31' 7.38" 0 5 Live Point(LBS) Top 31' 7.38" 24 7 Snow Point(LBS) Top 31' 7.38" 3 322 Live Point(LBS) Top 31' 7.38" 948 0 Snow 16 512 15 6 4 3200 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 1.500" 1995# 2 16' 5.750" Wall SPF Plate(425psi) N/A 8.869" 13192# 3 32' 0.000" Wall SPF Plate(425psi) N/A 1.500" 1709# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 567# 1243# 637# 2 1667# 8830# 4362# 3 536# 754# 476# Design spans 16' 1.125" 15' 1.625" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 8.87"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allow P�,"(H OF Location Loading Positive Moment 4847.'# 2 (a 14.17' Odd Spans D+S Negative Moment 8713.'# 2 CHRISTOPHE G 16.48' Total Load D+0.75(L+S) Shear 5789.# R, 16.49' Total Load D+S TL Deflection 0.2183" DUDEK U884 8.43' Odd Spans D+0.75(L+S) LL Deflection 0.1625" CIVIL U999 to 9.24' Odd Spans 0.75 L+S 4AX No- All product names are trademarks of their respective o / T Doug Hodgins rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 13 21 West St. -Passing is defined as when the member,floor joist,beam or girder,shown on this dra m riteria for Loads,Loading Conditions,and West Hatfield Ma. Spans listed on this sheet.The design mustbe reviewed by a qualified designer or design profession fired for approval.This design assumes product CS StructureTM 2018.9(Build 16] WrightHarkawikRennie-Leve18 8-30-19 kmBeamEngine 2018.9.0.1 1:09pm Materials Database 1572 3of5 Control: Shear DOLS: Live=100% Snow=1151/. Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives OF A4gss'I, CHRISTOPHER G DUDEK o CIVIL C/) AN product names are trademarks of their respective 0 1 �r f ST PCO �(vQ Doug Hodgins Frk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company I E 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this drawl m riteria for Loads,Loading Conditions,and West Hatfield Ma. ,naps listed nn this sheet.The design must be reviewed by a aualified desioner or design orofessiona ued for approval.This design assumes product CS StructureT"2018.9[Build 16] WrightHarkawikRennie-Level 8 8-30-19 kmBeamEngine 2018.9.0.1 1:09pm Materials Database 1572 4of5 Member Data Description:CalcG6 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 18.1 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 17' 4.00" 40 10 Live Replacement Uniform (PLF) Top 0' 0.00" 17' 4.00" 40 10 Live Point(LBS) Top 1' 4.00" 27 3924 Live Point(LBS) Top 1' 4.00" 9446 0 Snow Point(LBS) Top 16'11.38" 0 5 Live Point(LBS) Top 1611.38" 4 475 Live Point(LBS) Top 16'11.38" 1264 0 Snow (� 17 4 0 2 0. i 17 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wal I S P F P I ate(425ps i) N/A 5.736" 12798# 2 17' 4.000" Wall SPF Plate(425psi) N/A 1.500" 2986# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 694# 8817# 3982# 2 675# 1894# 1060# Design spans 16' 8.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Minimum 5.74"bearing required at bearing#1 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 14241.'# 38167.'# 371/o 1.33' Total Load D+S Shear 12761.# 136224 93% 0.23' Total Load D+S TL Deflection 0.3743" 0.8365" U536 7.75' Total Load D+0.75(L+S) LL Deflection 0.2373" 0.5576" U845 7.75' Total Load 0.75(L+S) Control: Shear DOLS: Live--100% Snow=115% Roof=1251/. Wind=160% Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and!alternatives OF Mgssq�ti o CHRISTOPHER G DUDE K r^t CIVIL � No.29566 All product names are trademarks of their respective o �c / T PILO ��Q Doug Hodgins F rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 g 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this draw m riteria for Loads,Loading Conditions,and West Hatfield Ma. 3Dans listed on this sheet.The design must be reviewed by a qualified designer or design profession fired for approval.This design assumes product CS StructureT'N 2018.9[Build 16] WrightHarkawikRennie-Level 8 8-30-19 kmBcamEngine-2018.9.0.1 Materials Database 1572 I: 5 of S Member Data Description:CalcG12 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 18.1 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 9.00" 262 52 Live Replacement Uniform (PLF) Top 0' 9.00" 3' 8.25" 47 0 Snow Replacement Uniform (PLF) Top 0' 9.00" 3' 8.25" 262 67 Live Replacement Uniform (PLF) Top 3' 8.25" 6' 8.00" 47 0 Snow Replacement Uniform (PLF) Top 3' 8.25" 6' 8.00" 299 82 Live Replacement Uniform (PLF) Top 6' 8.00" 12' 0.00" 47 0 Snow Replacement Uniform (PLF) Top 6' 8.00" 12' 0.00" 189 59 Live Point(LBS) Top 0' 4.63" 6 982 Live Point(LBS) Top 0' 4.63" 2399 0 Snow Point(LBS) Top 11'10.25" 9 994 Live Point(LBS) Top 11'10.25" 2274 0 Snow 14 0 0 i 14 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 2.315" 5165# 2 14' 0.000" Wall SPF Plate(425psi) N/A 1.707" 3808# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 1659# 2989# 1679# 2 1122# 2209# 1310# Design spans 13' 2.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7721.'# 331894 23% 6.68' Total Load D+L Shear 37904 136224 27% 12.95' Total Load D+0.75(L+S) TL Deflection 0.1954" 0.6615" U812 7' Total Load D+0.75(L+S) LL Deflection 0.1341" 0.4410" 0999+ 7' Total Load 0.75(L+S) Control: LL Deflection DOLS: live--100% Snow=1151/. Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4% F Manufacturer's installation guide MUST be consulted for multi-ply connection 9 o CHRISTOPHER G u, DUDEK CIVIL v No.29566 All product names are trademarks of their respective o �` / T �CG� �i(`Q Doug Hodgins F rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 g 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this dra m riteria for Loads,Loading Conditions,and West Hatfield Ma. ;vans listed on this sheet.The desion must be reviewed by a aualified designer or desion profession i ed for approval.This design assumes product cs structureTM 2018.9[Build 16] WrightHarkawikRennie-Level 1 8-30-19 kmBeatnEngine 20118.9.0.1 12:07pm Materials Database 1572 "Of 1 of 9 Member Data Description:CaIcG1 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 20.3 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 6.75" 1 91 Live Replacement Uniform (PLF) Top 0' 0.00" 0' 6.75" 1 92 Live Replacement Uniform(PLF) Top 0' 0.00" 0' 6.75" 243 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 0' 6.75" 245 0 Snow Replacement Uniform (PLF) Top 0' 6.75" 1' 6.75" 1 91 Live Replacement Uniform (PLF) Top 0' 6.75" 1' 6.75" 1 92 Live Replacement Uniform (PLF) Top 0' 6.75" 1' 6.75" 243 0 Snow Replacement Uniform (PLF) Top 0' 6.75" 1' 6.75" 245 0 Snow Replacement Uniform (PLF) Top 1' 6.75" 2' 6.75" 1 91 Live Replacement Uniform (PLF) Top 1' 6.75" 2' 6.75" 1 92 Live Replacement Uniform (PLF) Top 1' 6.75" 2' 6.75" 243 0 Snow Replacement Uniform (PLF) Top 1' 6.75" 2' 6.75" 245 0 Snow Replacement Uniform(PLF) Top 2' 6.75" 3' 6.75" 1 91 Live Replacement Uniform(PLF) Top 2' 6.75" 3' 6.75" 1 92 Live Replacement Uniform(PLF) Top 2' 6.75" 3' 6.75" 243 0 Snow Replacement Uniform (PLF) Top 2' 6.75" 3' 6.75" 245 0 Snow Replacement Uniform (PLF) Top 3' 6.75" 4' 6.75" 1 91 Live Replacement Uniform (PLF) Top 3' 6.75" 4' 6.75" 1 92 Live Replacement Uniform (PLF) Top 3' 6.75" 4' 6.75" 243 0 Snow Replacement Uniform (PLF) Top 3' 6.75" 4' 6.75" 245 0 Snow Replacement Uniform (PLF) Top 4' 6.75" 5' 6.75" 1 91 Live Replacement Uniform (PLF) Top 4' 6.75" 5' 6.75" 1 92 Live Replacement Uniform (PLF) Top 4' 6.75" 5' 6.75" 243 0 Snow Replacement Uniform (PLF) Top 4' 6.75" 5' 6.75" 245 0 Snow Replacement Uniform(PLF) Top 5' 6.75" 6' 6.75" 1 91 Live Replacement Uniform (PLF) Top 5' 6.75" 6' 6.75" 1 92 Live Replacement Uniform (PLF) Top 5' 6.75" 6' 6.75" 243 0 Snow Replacement Uniform (PLF) Top 5' 6.75" 6' 6.75" 245 0 Snow Replacement Uniform (PLF) Top 6' 6.75" 7' 6.75" 1 91 Live Replacement Uniform (PLF) Top 6' 6.75" 7' 6.75" 1 92 Live Replacement Uniform (PLF) Top 6' 6.75" 7' 6.75" 243 0 Snow Replacement Uniform (PLF) Top 6' 6.75" 7' 6.75" 245 0 Snow Replacement Uniform (PLF) Top 7' 6.75" 8' 6.75" 1 91 Live Replacement Uniform(PLF) Top 7 6.75" 8' 6.75" 1 92 Live Replacement Uniform(PLF) Top 7' 6.75" 8' 6.75" 243 0 Snow Replacement Uniform(PLF) Top 7' 6.75" 8' 6.75" 245 0 Snow Replacement Uniform (PLF) Top 8' 6.75" 9' 6.75" 1 91 Live Replacement Uniform(PLF) Top 8' 6.75" 9' 6.75" 1 92 Live Replacement Uniform(PLF) Top 8' 6.75" 9' 6.75" 243 0 Snow Replacement Uniform(PLF) Top 8' 6.75" 9' 6.75" 245 0 Snow Replacement Uniform(PLF) Top 9' 6.75" 10' 6.75" 1 91 Live Replacement Uniform(PLF) Top 9' 6.75" 10' 6.75" 1 92 Live Replacement Uniform(PLF) Top 9' 6.75" 10' 6.75" 243 0 Snow Replacement Uniform(PLF) Top 9' 6.75" 10' 6.75" 245 0 Snow Replacement Uniform(PLF) Top 10' 6.75" 11' 6.75" 1 91 Live Replacement Uniform(PLF) Top 10' 6.75" 11' 6.75" 1 92 Live Replacement Uniform (PLF) Top 10' 6.75" 11' 6.75" 243 0 Snow Replacement Uniform (PLF) Top 10' 6.75" 11' 6.75" 245 0 Snow Replacement Uniform (PLF) Top 11' 6.75" 12' 6.75" 1 91 Live Replacement Uniform(PLF) Top 11' 6.75" 12' 6.75" 1 92 Live Replacement Uniform(PLF) Top 11' 6.75" 12' 6.75" 243 0 Snow Replacement Uniform (PLF) Top 11' 6.75" 12' 6.75" 245 0 Snow Replacement Uniform (PLF) Top 12' 6.75" 13' 6.7 " 1 91 Live Replacement Uniform (PLF) Top 12' 6.75" 3 OF MAS9 Replacement Uniform (PLF) Top 12' 6.75" 1ZH S9 243 0 Snow Replacement Uniform(PLF) Top 12' 6.75" 245 0 Snow Replacement Uniform(PLF) Top 13' 6.75" IRISTOPHER G Ln 1 92 Live Replacement Uniform (PLF) Top 13' 6.75" 3f .00" DUDEK mi 1 92 Live Replacement Uniform (PLF) Top 13' 6.75" Q6 1.00" CIVIL 244 0 Snow Replacement Uniform (PLF) Top 13' 6.75" 3'1 .00"No.29566245 0 Snow All product names are trademarks of their respective c, / T PlGQ �lvQ Doug Hodgins �c rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 li 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this dra i m riteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design profession i ed for approval.This design assumes product West Hatfield Ma. CS StructureTM 2018.9[Build 16] WrightHarkawikRennie-Level 1 8-30-19 kmBeamEngine 2018.9.0.1 Materials Database 1572 12:07pm 2 4 Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement l�) Top 13'11.00" 16' 1.75" 1 92 Live Replacement Uniform 13'11.00" 16' 1.75" 1 92 Live Replacement Uniform (PLF) '11.00" 16' 1.75" 245 0 Snow Replacement Uniform (PLF) Top 1J, 1.75" 245 0 Snow Point(LBS) Top 15'11.13" 0 0 Live Point LBS Top 15'11.13" 0 0 Snow i 7' 16 1 12 16 1 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate(425psi) N/A N/A 5406# 2 16' 1.750" Wall SPF Plate(425psi) N/A 3.638" 5412# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 11# 3818# 1589# 2 11# 3821# 1591# Design spans 15' 7.625" Product: 1-3/4x20 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 3.64"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 211354 654944 32% 8.11' Total Load D+S Shear 42551 15295.# 27% 14.36' Total Load D+S TL Deflection 0.1993" 0.7818" L/941 8.11' Total Load D+S LL Deflection 0.1407" 0.5212" L/999+ 8.11' Total Load S Control: Positive Moment DOLS: Live--100% Snow=115% Roof=1251/. Wind=160% Manufacturer"s installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. OF Mgssq�ti o CHRISTOPHER G U, DUDEK m, ov CIVIL CO All product names are trademarks of their respective o 9�C / Wforr�ap"parofval. Doug Hodgins rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company I . 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this draw m Loads,Loading Conditions,and West Hatfield Ma. 3oans listed on this sheet.The design mustbe reviewed by a qualified desiqner or design profession This design assumes product CS StrucmreTy 2018.9[Build 16] WrightHarkawikRennie-Level 1 8-30-19 kmBearfiEngine 20(8.9.0.1 pm Materials Database 1572 12: 3 of9 Member Data Description:CaIcG2 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 20.3 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 2.63" 1 83 Live Replacement Uniform (PLF) Top 0' 0.00" 1' 2.63" 279 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 1 7.63" 1 105 Live Replacement Uniform(PLF) Top 0' 0.00" 1' 7.63" 279 0 Snow Replacement Uniform(PLF) Top 1' 2.63" 1' 7.63" 1 105 Live Replacement Uniform(PLF) Top 1' 2.63" 1' 7.63" 279 0 Snow Replacement Uniform(PLF) Top 1' 7.63" 1' 9.38" 1 105 Live Replacement Uniform (PLF) Top 1' 7.63" 1' 9.38" 279 0 Snow Replacement Uniform (PLF) Top 1' 7.63" 13' 7.63" 1 105 Live Replacement Uniform (PLF) Top 1' 7.63" 13' 7.63" 280 0 Snow Replacement Uniform (PLF) Top 1' 9.38" 3' 2.38" 1 105 Live Replacement Uniform(PLF) Top 1' 9.38" 3' 2.38" 280 0 Snow Replacement Uniform(PLF) Top 3' 2.38" 4' 1.63" 1 105 Live Replacement Uniform(PLF) Top 3' 2.38" 4' 1.63" 280 0 Snow Replacement Uniform(PLF) Top 4' 1.63" 5' 1.63" 10 4 Live Replacement Uniform (PLF) Top 5' 1.63" 6' 1.63" 10 4 Live Replacement Uniform (PLF) Top 6' 1.63" 7 1.63" 10 4 Live Replacement Uniform (PLF) Top 7' 1.63" 8' 1.63" 10 4 Live Replacement Uniform (PLF) Top 8' 1.63" 9' 1.63" 10 4 Live Replacement Uniform (PLF) Top 9' 1.63" 10' 1.63" 10 4 Live Replacement Uniform(PLF) Top 10' 1.63" 11' 1.63" 10 4 Live Replacement Uniform(PLF) Top 11' 1.63" 12' 1.63" 10 4 Live Replacement Uniform(PLF) Top 12' 1.63" 13' 1.63" 10 4 Live Replacement Uniform(PLF) Top 13' 1.63" 13' 5.88" 10 4 Live Replacement Uniform (PLF) Top 13' 5.88" 13' 7.63" 10 4 Live Replacement Uniform (PLF) Top 13' 7.63" 14' 7.63" 10 4 Live Replacement Uniform (PLF) Top 13' 7.63" 2311.63" 1 105 Live Replacement Uniform (PLF) Top 13' 7.63" 23'11.63" 279 0 Snow Replacement Uniform(PLF) Top 14' 7.63" 15' 7.63" 10 4 Live Replacement Uniform (PLF) Top 15' 7.63" 16' 7.63" 10 4 Live Replacement Uniform (PLF) Top 16' 7.63" 17' 7.63" 10 4 Live Replacement Uniform (PLF) Top 17' 7.63" 18' 7.63" 10 4 Live Replacement Uniform (PLF) Top 18' 7.63" 19' 7.63" 10 4 Live Replacement Uniform (PLF) Top 19' 7.63" 20' 7.63" 10 4 Live Replacement Uniform(PLF) Top 20' 7.63" 21' 7.63" 10 4 Live Replacement Uniform(PLF) Top 21' 7.63" 22' 7.63" 10 4 Live Replacement LF) Top 22' 7.63" 2311.63" 10 4 Live Point LBS 35 10 Snow 23 11 1C 23 11 1C 0N OF Mgssgcti CHRISTOPHER G u, DUDEK r"t CIVILNo.29566 n All product names are trademarks of their respective o �c / T P�� lvQ Doug Hodgins �c rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 13 21 West St. "Passing is defined as when the member,floorjoist,beam or girder,shown on this dra m riteriafor Loads,Loading Conditions,and West Hatfield Ma. Spans listed on this sheet-The design mustbe reviewed by a qualified designer or design profession i ed for approval.This design assumes product CS StructureTu 2018.9[Build 16] WrightHarkawikRennie-Level 1 8-30-19 kmBeaMEngine 201'8.9.0.1 pm Materials Database 1572 12:4 of 4o9 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 4.066" 6048# 2 23'11.625" Wall SPF Plate(425psi) N/A 3.296" 4903# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 91# 4218# 1830# 2 119# 3367# 1536# Design spans 23' 2.625" Product: 1-3/4x20 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 28896.'# 65494.'# 441/o 11.97' Total Load D+S Shear 47524 15295.# 31% 0.37 Total Load D+S TL Deflection 0.6059" 1.1609" U459 11.97 Total Load D+S LL Deflection 0.4165" 0.7740" U669 11.97' Total Load S Control: LL Deflection DOLS: Live=1001/. Snow=1151/. Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives P�(N OF M4 S-40, o CHRISTOPHER G u, DUDEK CIVIL No.29566 All product names are trademarks oftheir respective o �.` / PDQ �IVQ Doug Hodgins F T rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this draw m riteria for Loads,Loading Conditions,and West Hatfield Ma. 3oans listed on this sheet.The design must be reviewed by a qualified designer or design profession i ed for approval.This design assumes product CS StructureTM 2018.9(Build 161 WrightHarkawikRennie-Level 1 8-30-19 kmBeamEngine 20P8.9.0.1 Materials Database 1572 12:07pm 5 of 9 Member Data Description:CalcG3 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -10.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 20.3 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 8.00" 1 115 Live Replacement Uniform (PLF) Top 0' 0.00" 0' 8.00" 314 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 13' 8.00" 1 0 Live Replacement Uniform (PLF) Top 0' 8.00" 1' 8.00" 1 115 Live Replacement Uniform(PLF) Top 0' 8.00" 1' 8.00" 314 0 Snow Replacement Uniform (PLF) Top 1' 8.00" 2' 8.00" 1 115 Live Replacement Uniform (PLF) Top 1' 8.00" 2' 8.00" 314 0 Snow Replacement Uniform (PLF) Top 2' 8.00" 3' 8.00" 1 115 Live Replacement Uniform (PLF) Top 2' 8.00" 3' 8.00" 314 0 Snow Replacement Uniform(PLF) Top 3' 8.00" 4' 8.00" 1 115 Live Replacement Uniform(PLF) Top 3' 8.00" 4' 8.00" 314 0 Snow Replacement Uniform (PLF) Top 4' 8.00" 5' 8.00" 1 115 Live Replacement Uniform (PLF) Top 4' 8.00" 5' 8.00" 314 0 Snow Replacement Uniform (PLF) Top 5' 8.00" 6' 8.00" 1 115 Live Replacement Uniform (PLF) Top 5' 8.00" 6' 8.00" 314 0 Snow Replacement Uniform (PLF) Top 6' 8.00" 7' 8.00" 1 115 Live Replacement Uniform (PLF) Top 6' 8.00" 7' 8.00" 314 0 Snow Replacement Uniform (PLF) Top 7' 8.00" 8' 8.00" 1 115 Live Replacement Uniform(PLF) Top 7' 8.00" 8' 8.00" 314 0 Snow Replacement Uniform(PLF) Top 8' 8.00" 9' 8.00" 1 115 Live Replacement Uniform (PLF) Top 8' 8.00" 9' 8.00" 314 0 Snow Replacement Uniform (PLF) Top 9' 8.00" 10' 8.00" 1 115 Live Replacement Uniform (PLF) Top 9' 8.00" 10' 8.00" 314 0 Snow Replacement Uniform (PLF) Top 10' 8.00" 11' 8.00" 1 115 Live Replacement Uniform (PLF) Top 10' 8.00" 11' 8.00" 314 0 Snow Replacement Uniform (PLF) Top 11' 8.00" 12' 8.00" 1 115 Live Replacement Uniform(PLF) Top 11' 8.00" 12' 8.00" 314 0 Snow Replacement Uniform (PLF) Top 12' 8.00" 13' 8.00" 1 115 Live Replacement Uniform (PLF) Top 12' 8.00" 13' 8.00" 314 0 Snow Replacement PLF) Top 13' 8.00" 14' 0.25" 1 106 Live Replacement Unifo 8.00" 14' 0.25" 281 0 Snow Replacement Uniform(PLF) 14' 1 92 Live Replacement Uniform PLF To 16' 3.00" 0 Snow 16 3 16 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 2.579" 3836# 2 16' 3.000" Wal l SPF P l ate(425psi) N/A 2.462" 3662# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members ow Dead 1 L 1 #ive 2453# 11383# Ile ��N Of MASS O 9 2 10# 2333# 1329# Design spansN 20' 5.000" DUDEK r , CIVIL cc) No.29566 All product names are trademarks of their respective o , T P�flrapproval. Doug Hodgins �crk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 g 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this draw m for Loads,Loading Conditions,andWest Hatfield Ma. Spans listed on this sheet.The design must be reviewed by a qualified designer or designprofession i ed oThis design assumes product CS StructureTM 2018.9[Build 16] WrightHarkawikRetuiie-Level 1 8-30-19 kmBeamEngine 2018.9.0.1 12:07pm Materials Database 1572 P 6of9 Product: 1-3/4x20 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 14994.'# 65494.'# 22% 8.02' Total Load D+S Shear 2319.# 152951 15% 0.18' Total Load D+S TL Deflection 0.2408" 1.3611" U999+ 8.02' Total Load D+S LL Deflection 0.1539" 1.0209" 0999+ 8.02' Total Load S Control: Positive Moment DOLS: Live=1001/. Snow=115% Roof=1251/. Wind=1601/ Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives OF Aj,% ti CHRISTOPHER G U, DUDEK m, o CIVIL C/) All product names are trademarks of their respective oWprofessionl �tvQ Doug Hodgins rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this draiteria for Loads,Loading Conditions,andWest Hatfield Ma. Spans listed on this sheet.The design must be reviewed by a qualified designer or desapproval.This design assumes product CS Structure",'2018.9[Build 16] WrightHarkawikRennie-Level 1 8-30-19 knnBearnEngine 20f8.9.0.1 Materials Database 1572 12:07pm 7of9 Member Data Description:CalcG4 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 10.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 20.3 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 2.75" 1 92 Live Replacement Uniform (PLF) Top 0' 0.00" 2' 2.75" 245 0 Snow Replacement Uniform (PLF) Top 2' 2.75" 2' 7.00" 1 92 Live Replacement Uniform (PLF) Top 2' 2.75" 2' 7.00" 245 0 Snow Replacement Uniform (PLF) Top 2' 7.00" 3' 7.00" 1 92 Live Replacement Uniform(PLF) Top 2' 7.00" 3' 7.00" 245 0 Snow Replacement Uniform(PLF) Top 3' 7.00" 4' 7.00" 1 92 Live Replacement Uniform (PLF) Top 3' 7.00" 4' 7.00" 245 0 Snow Replacement Uniform (PLF) Top 4' 7.00" 5' 7.00" 1 92 Live Replacement Uniform (PLF) Top 4' 7.00" 5' 7.00" 245 0 Snow Replacement Uniform (PLF) Top 5' 7.00" 6' 7.00" 1 92 Live Replacement Uniform (PLF) Top 5' 7.00" 6' 7.00" 245 0 Snow Replacement Uniform(PLF) Top 6' 7.00" 7' 7.00" 1 92 Live Replacement Uniform(PLF) Top 6' 7.00" 7' 7.00" 245 0 Snow Replacement Uniform (PLF) Top 7' 7.00" 8' 7.00" 1 92 Live Replacement Uniform (PLF) Top 7' 7.00" 8' 7.00" 245 0 Snow Replacement Uniform (PLF) Top 8' 7.00" 9' 7.00" 1 92 Live Replacement Uniform (PLF) Top 8' 7.00" 9' 7.00" 245 0 Snow Replacement Uniform (PLF) Top 9' 7.00" 10' 7.00" 1 92 Live Replacement Uniform (PLF) Top 9' 7.00" 10' 7.00" 245 0 Snow Replacement Uniform (PLF) Top 10' 7.00" 11' 7.00" 1 92 Live Replacement Uniform (PLF) Top 10' 7.00" 11' 7.00" 245 0 Snow Replacement Uniform (PLF) Top 11' 7.00" 12' 7.00" 1 92 Live Replacement Uniform (PLF) Top 11' 7.00" 12' 7.00" 245 0 Snow Replacement Uniform (PLF) Top 12' 7.00" 13' 7.00" 1 92 Live Replacement Uniform (PLF) Top 12' 7.00" 13' 7.00" 245 0 Snow Replacement Uniform(PLF) Top 13' 7.00" 14' 7.00" 1 92 Live Replacement Uniform (PLF) Top 13' 7.00" 14' 7.00" 245 0 Snow Replacement Uniform (PLF) Top 14' 7.00" 1610.50" 1 92 Live Replacement Uniform (PLF) Top 14' 7.00" 15'10.50" 245 0 Snow Replacement Uniform (PLF) Top 15'10.50" 16' 1.75" 1 92 Live Replacement Uniform (PLF) Top 1510.50" 16' 1.75" 245 0 Snow Point(LBS) Top 0' 4.63" 0 0 Live Point(LBS) Top 0' 4.63" 0 0 Snow jw to 16 1 12 n ia, i Bearings and Reactions 16 1 12 ' Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 2.034" 3026# 2 16' 1.750" Girder SPF Plate(425psi) N/A N/A 3026# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members OF]i'fgss Live Snow Dead �� q�, 1 5# 1895# 1131# 5 2 5# 1895# 1131# o CHRISTOPHER G G Design spans I I o DUDEK zo' 1.562" v CIVIL to A I prod uctn am es are trademarks of their respective o 9�t / P(GO �(rl`Q Doug Hodgins F rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 t3 21 West St. "Passing is defined as when theme mber,floor joist,beam or girder,shown on this dra m riteria for Loads,Loading Conditions,and West Hatfield Ma. 3Dans listed on this sheet.The desion must be reviewed by a qualified designer or desion profession i ed for approval.This design assumes product CS StructureTm 2018.9[Build 16] WrightHarkawikRennie-Level 1 8-30-19 kmBeamEngine 2018.9.0.1 12:07pm Materials Database 1572 8of9 Product: 1-3/4x20 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 117004 654944 17% 8.12' Total Load D+S Shear 1824.# 15295.# 11% 0.39' Total Load D+S TL Deflection 0.1829" 1.3422" U999+ 8.12' Total Load D+S LL Deflection 0.1146" 1.0066" U999+ 8.12' Total Load S Control: Positive Moment DOLS: Live--100% Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. \,IN OF Mgssq�ti CHRISTOPHER G G(P DUDEK C) CIVIL C/) All product names are trademarks of their respective o �c / �lGD �lvQ Doug Hodgins �c T rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 (i 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this draw m riteria for Loads,Loading Conditions,and West Hatfield Ma. Spans listed on this sheet.The design must be reviewed by a qualified designer or design profession i ed for approval.This design assumes product CS StructureIrm 2018.9[Build 16] WrightHarkawikRennie-Level 1 8-30-19 kmBeamEngine 2618.9.0.1 Materials Database 1572 12: 9 of 9 Member Data Description:CalcG5 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 20.3 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 28' 4.38" 23 7 Snow Replacement Uniform(PLF) Top 0' 0.00" 28' 5.63" 1 105 Live Replacement Uniform(PLF) Top 0' 0.00" 28' 5.63" 279 0 Snow Replacement Uniform (PLF) Top 28' 4.38" 28' 5.63" 1 83 Live Replacement Uniform (PLF) Top 28' 4.38" 28' 5.63" 279 0 Snow Point(LBS) Top 0' 4.63" 0 0 Live Point(LBS) Top 0' 4.63" 0 0 Snow Point(LBS) Top 14' 0.00" 11 1576 Live Point(LBS) Top 14' 0.00" 3907 0 Snow Point(LBS) Top 2710.25" 6 848 Live Point(LBS) Top 2710.25" 1960 0 Snow A T 911 1212 a18 5 14 S/ 28 510 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 1.500" -375# 2 9'11.750" Wall SPF Plate(425psi) N/A 9.471" 14088# 3 28' 5.625" Wall SPF Plate(425psi) N/A 4.451 6621# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 0# -277# -96# 2 27# 9910# 4178# 3 13# 4628# 1994# Design spans 9' 7.125" 18' 1.500" Product: 1-3/4x20 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 9.47"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 375lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 17416.'# 65494.'# 26% 19.04' Total Load D+S Negative Moment 23598.'# 65494.'# 36% 9.98' Total Load D+S Shear 8820.# 15295. 00 9.99' Total Load D+S TL Deflection 0.2086" 0.90 �P�,(N DF M] 19.04' Total Load D+S LL Deflection 0.1466" 0. 19.04' Total Load S Control: Shear �� CHRISTOPHER G G DOLS: Live=1001/ Snow=1151/. Roof=125% Wind=160% ((�SIIII FF�((� Manufacturer's installation guide MUST be consulted for multi-ply conn ails ard`�)PA5tives 0 CIVIL W All product names are trademarks of their respective c, 9� !L� �Q Doug Hodgins rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 g 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this dra m riteria for Loads,Loading Conditions,and West Hatfield Ma. fi—A.,.,fhic chnni Th.Af i --th<raviuwcA by a nnalifiPri ri—inner nr fi—inn nrofassion ed for aooroval.This desion assumes product CS StructureA"2018.9[Build 16] WrightHarkawikRennie-Level 8 8-30-19 kmBeumEnguie 2b18.9.0.1 Materials Database 1572 1:29pm 1 of 4 Member Data Description:CalcB1 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 4'11.50" 490 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 4'11.50" 297 275 Live Replacement Uniform (PLF) Top 4'11.50" 5'10.75" 490 0 Snow Replacement Uniform (PLF) Top 4'11.50" 5'10.75" 288 271 Live 6 3 0 0 6 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 1.802" 2681# 2 6' 3.000" WalI SPF Plate(425psi) N/A 1.630" 2425# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 909# 1502# 873# 2 817# 1361# 791# Design spans 6' 1.750" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 1.80"bearing required at bearing#1 Minimum 1.63"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4107.'# 16051.'# 25% 3.12' Total Load D+0.75(L+S) Shear 1999.# 7265.# 27% 5.58' Total Load D+0.75(L+S) TL Deflection 0.0558" 0.3073" L/999+ 3.12' Total Load D+0.75(L+S) LL Deflection 0.0376" 0.2049" L/999+ 3.12' Total Load 0.75(L+S) Control: Shear DOLS: Uve=100%a Snow=1151/. Roof=1251/. Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives of Mgrs cti 9 o CHRISTOPHER G G DUDEK R't 00 CIVIL Cn All product names are trademarks of their respective o WTrllrm�-r Doug Hodgins rk Miles Inc. Copyright(C)2018 bySimpson Strong-Tie CompanyI 21 West St. "Passing is defined as when the member,floorjoist,beam or girder,shown on this dra mLoads,Loading Conditions,andWest Hatfield Ma. 'Dans listed on this sh eet.The desina m—the r—iewori hya--fifi—i.i—i��Ar.,r,4e�,.,.,,....re«i, I Tr.i..to�,,..,�«,�..,o�.,.,.a,,,.r CS StructureT"2018.9[Build 16] WrightHarkawikRennie-Level 8 8-30-19 kmBesmEngine 2018.9.0.1 Materials Database 1572 1:29pm 2of4 Member Data Description:CalcB2 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 12.0 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 9' 3.00" 75 23 Snow n 9 3 0 7 9 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 1.500" 502# 2 9' 3.000" Wall SPF Plate(425psi) N/A 1.500" 502# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 343# 159# 2 343# 159# Design spans 9' 1.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1148.'# 24466.'# 4% 4.63' Total Load D+S Shear 3931 90814 4% 0.06' Total Load D+S TL Deflection 0.0177" 0.4573" L/999+ 4.63' Total Load D+S LL Deflection 0.0121" 0.3049" U999+ 4.63' Total Load S Control: Positive Moment DOLS: Uve=100% Snow=1151/. Roof=1251/. Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives OF Mgssq�y o CHRISTOPHER G u, DUDEK o0 CIVIL W All product names are trademarks of their respecfive o �( / W,,te,.. Doug Hodgins rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company 1 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this dra m Loads,Loading Conditons,and West Hatfield Ma. r.rnf—i— l_This design assumes product CS StructureT4 2018.9[Build 16] WrightHarkawikRennie-Level 8 8-30-19 kmBeamEnaine 2018.9.0.1 Materials Database 1572 1:29pm 3of4 Member Data Description:CaIcB10 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 12.0 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 9' 3.00" 75 23 Snow 9 3 0 IR 7• 9 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 1.500" 502# 2 9' 3.000" Wall SPF Plate(425psi) N/A 1.500" 502# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 343# 159# 2 343# 159# Design spans 9' 1.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1148.'# 24466.'# 41% 4.63' Total Load D+S Shear 393.# 90811 4% 0.06' Total Load D+S TL Deflection 0.0177" 0.4573" L/999+ 4.63' Total Load D+S LL Deflection 0.0121" 0.3049" L/999+ 4.63' Total Load S Control: Positive Moment DOLS: Live=1001/. Snow=115% Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives OF MAssq�ti o CHRISTOPHER G u, DUDEK m, 00 CIVIL C/) 566 All product names are trademarks of their respective o tC ' T PIGS �tVQ Doug Hodgins �c rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company I 13 21 West St. -Passing is defined as when the member,floorjoist,beam or girder,shown on this dra m riteria for Loads,Loading Conditions,and West Hatfield Ma. loans listed on this sheet.The design must be reviewed by a aualified designer nr dwsinn orofessinn i ed fnr annrnval Thie desinn assum_nrnd urf CS StructureTN 2018.9[Build 16] WrightHarkawikRennie-Level 8 8-30-19 kmBebmEngine 2018.9.0.1 1:29pm Materials Database 1572 4of4 Member Data Description:CaIcB17 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L1240 total 1.250" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 5.50" 316 0 Snow Replacement Uniform (PLF) Top 0' 0.00" 1' 5.50" 288 183 Live Replacement Uniform (PLF) Top 1' 5.50" 4' 9.50" 316 0 Snow Replacement Uniform (PLF) Top 1' 5.50" 4' 9.50" 298 187 Live Replacement Uniform (PLF) Top 4' 9.50" 6'10.50" 316 0 Snow Replacement Uniform (PLF) Top 4' 9.50" 6'10.50" 348 207 Live Replacement Uniform (PLF) Top 610.50" 8' 0.50" 316 0 Snow Replacement Uniform(PLF) Top 610.50" 8' 0.50" 348 207 Live Point(LBS) Top 0' 2.50" 3 166 Live Point(LBS) Top 0' 2.50" 287 0 Snow A T 8 7 0 Q ®. 8 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 2.142" 3186# 2 8' 7.000" Wal I S P F P I ate(425ps i) N/A 1.763" 2623# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 1291# 1617# 1005# 2 1242# 1195# 795# Design spans 8' 5.750" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Minimum 2.14"bearing required at bearing#1 Minimum 1.76"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6088.'# 16051.'# 37% 4.29' Total Load D+0.75(L+S) Shear 24034 72654 33% 8.03' Total Load D+0.75(L+S) TL Deflection 0.1577" 0.4240" U645 4.29' Total Load D+0.75(L+S) LL Deflection 0.1102" 0.2826" U923 4.29' Total Load 0.75(L+S) Control: LL Deflection DOLs: Live--100% Snow=115% Roof=1251/. Wind=160% F Manufacturer's installation guide MUST be consulted for multi-ply connection 9 o CHRISTOPHER G u, DUDEK CIVIL No.29566 All product names are trademarks of their respective o �( , T PIGS �tVQ Doug Hodgins �c rk Miles Inc. Copyright(C)2018 by Simpson Strong-Tie Company I l3 21 West St. "Passing is defined as when the member,floorjoist,beam or girder,shown on this dra m riteria for Loads,Loading conditions,and West Hatfield Ma. Spans listed on this sheet.The desian must be reviewed by a nualified desinner nr desinn nrnfasninn nrad fnr annrnval Thin dasinn assumes n-r nrt ljfDATE09/05/19 PAGE 1 REQ.QUOTE DATE ! / ORDER# ORDER DATE / / QUOTE# 19072774BF DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# LLC ORDERED BY Andy Clo Ston INVOICE# L UFP Belchertown, LC TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT I 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:Harkawik&Rennie LOT# SUBDIV: 24 West St MODEL: TAG:FLOOR JOB CATEGORY: Residential D T Hatfield, MA 01038 DELIVERY INSTRUCTIONS: ° (413)247-8300 5 Harkawik&Rennie r SPECIAL INSTRUCTIONS: p 92 Emerson Way 8/26/19 PLAN SET. Northampton, MA BY DATE BUILDING DEPARTMENT OVERHANG INF HEEL HEIGHT 00-00-00 REQ.LAYOUTS REQ.ENGINEERING I QUOTE JJPK 09/05/19 Floor Trusses ENDCUT1 RETURN NONE NONE LAYOUT 1 1 / / PLUMB GABLE STUDS J24 IN.OC I CUTTING jJPK 09/05/19 FLOOR TRUSS SPACING:24.0 IN.O.C.(TYP.) 1.00 FLOOR QTY DEPTH BASE O/A END TYPE INT BEARING CANTILEVER STUB UNIT TOTAL PROFILE PLY ID SPAN SPAN LEFT RIGHT SIZE LOCATION LEFT RIGHT LEFT RIGHT PRICE PRICE ® 00-11-14 1 F01 32-00-00 32-00-00 0011-14 1 F01 L 12-06-00 12-06-00 ® 00-11-14 9 F02 32-00.00 32-00-00 00.11-14 8 F03 32-00-00 32-00-00 ® 00-11-14 1 F03S 17-02-08 17-02-08 00-11-14 3 F04 32-00-00 32-00-00 ® 00-11-14 2 F05 31-08-08 31-08-08 00-11-14 2 F06 31-08-08 31-08-08 ® 00-11-14 1 F07 31-08-08 31-08-08 ® 00-11-14 1 F08 13-04-00 13-04-00 ® 00-11-14 2 F08A 18-08-00 18-08-00 FLOOR SUB-TOTAL: ITEMS QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES UNIT TOTAL FT-IN-16 PRICE PRICE 1 _USPHan ers NE HD4101F 16 Hanger JUS410 --- �--I�_—L —--— -- --L— — ITEMS SUB-TOTAL: DATE09/05/19 PAGE 2 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 19072774BF DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# LLC ORDERED BY Andy Clogston INVOICE# L UFP Belchertown, LC TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy Clogston SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5780 JOBSITE PHONE# ( ) - SALES AREA Massachusetts/ R.K. Miles-Hatfield JOB NAME:Harkawik&Rennie LOT# SUBDIV: S ° 24 West St MODEL: TAG:FLOOR JOB CATEGORY: Residential D T Hatfield, MA 01038 DELIVERY INSTRUCTIONS: o (413)247-8300 s Harkawik&Rennie H SPECIAL INSTRUCTIONS: P 92 Emerson Way 8/26/19 PLAN SET. T Northampton, MA BY DATE BUILDING DEPARTMENT OVERHANG INF HEEL HEIGHT 00-00-00 REQ.LAYOUTS REQ.ENGINEERING I QUOTE JJPK 09/05/19 Floor Trusses END CUT RETURN NONE NONE LAYOUT / / PLUMB GABLE STUDS 24 IN.OC CUTTING JPK 09/05/19 ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER: BY: TITLE: BY: ADDRESS: TITLE: DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL Quote IS based on current design values at the timb of quote um r, EWP, 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 $ g�s 'm > jrsi �mp H N C d 6 C m �0: 8= - 1I 42'0" 26 6" 16'6" A - W C O 126" mJ�» 470" HI I A TRU S PLA EMENT DIAGRAM NLY. These trusses are designed as individual building components to be 92 Emerson Way-2F ncorporaled into the building design at the specification of the building designer. See individual design sheets for each ss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracinc ------ 3f the roof and floor system and for the overall structure. The design of the truss support structure Including headers,beam: UFP Belchertown, LL Northampton,pton, MA Its,and columna is the m the Truss of the building designer. For general guidance regarding bracing,sponsi "Bracing of cod trusses'available from the Truss Plate Institute,583 D'Onifrio Drive;Madison,WI 53179.It is the responsiblility of the 9/5/2019 B . J K eneral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans, y' oading conditions,and use.If they do not,it is the responsiblility of the General Contractor/Superintendent to provide ® QII rintslp A Universal Forest Products Company lans containing the latest specifications and designs. Universal Forest Products will not be responsible for pr nUplan P Y For Approval angel by others after final approval ofshop drawings,nor will they be responsible for errors or modifications made on-site 1558ap Ro,rd,PO Box W6/BelriaAeuti,r La.e10e7,,Pk4a1:.413-32172;7/Pax,413-r_3me uring 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' 1 9072774BF E HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN - - - UTHORIZATION FROM UFP Job } Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA S. 19072774BF F01 Floor 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:15:34 Page:1 ID:OOSEnS_whD9C8phuRXUZV lyps WO-4N PCyLgd6DPIsMp7zUjJLsnBZWZgmM71n iDloByg ki7 2-6-0 1-20 2 6-0 2-" 2-6 0 2-6-0 M18 x 3x4 3x4 3x6 5x16 3x4 4x10 MT18HS 7x22 4x12 3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 0-11 41 14 0-11F14 8 29 28 27 26 6x6 3x6 7x16 3x4 3x6 FP 3x8 6x10 6x8 7x16 4x12 3x6 5-10-11 1, 7 [ 7-8-12 7-10-8 1-2-0 8-0-1 Scale=1:55.1 Plate Offsets(X,Y): [4:0-1-8,Edge],[13:0-1-8,Edge],[14:0-1-8,Edge],[27:0-1-8,Edge],[29:0-3-12,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 0.73 Vert(LL) -0.27 26-27 >657 480 MT20 220/190 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(CT) -0.40 26-27 >448 360 M18SHS 220/190 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.03 25 n/a n/a MT18HS 197/144 BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:171 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E or 2x4 SP 2850F 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, BOT CHORD 2x4 DF 2850F 2.3E or 2x4 SP 2850F 2.3E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2(flat) REACTIONS All bearings 17-2-0.except 30=Mechanical (lb)-Max Uplift All uplift 100(lb)or less at joint(s)except 22=-143(LC 1) Max Grav All reactions 250(lb)or less at joint(s)20,21,22 except 18=253(LC 1),19=526(LC 1),25=3807(LC 1),30=2044(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6892/0,3-4=-6911/0,4-5=-8009/0,5-6=-8009/0,6-7=-3982/0,7-8=-3960/0,8-9=0/5579,9-10=0/5554, 10-11=0/5554,11-12=0/776,12-13=0/776,13-14=0/264 BOT CHORD 29-30=0/3800,28-29=0/8009,27-28=0/8009,26-27=0/6324,25-26=-519/0,24-25=-2646/0,23-24=-2654/0, 22-23=-2654/0,21-22=-264/0,20-21=-264/0,19-20=-264/0,18-19=0/331 WEBS 9-25=-300/0,8-25=-5493/0,2-30=-4124/0,8-26=0/4903,2-29=0/3384,6-26=-2523/0,4-29=-1178/0,6-27=0/1829, 11-25=-3026/0,16-18=-341/0,11-22=0/1981,16-19=-542/0,12-22=-273/0,15-19=-269/0,13-22=-540/0 NOTES 1) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x3 MT20 unless otherwise indicated. 4) Gable studs spaced at 1-4-0 oc. 5) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 143 Ib uplift at joint 22. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard WOPOOIJA4 8) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to b ,Vached jo walls of ' outer ends or restrained by other means. 9) CAUTION,Do not erect truss backwards. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard JUAN J. a 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 1,At ES UT RA Uniform Loads(Ib/ft) ;IRUC1U Vert:25-30=-220(F=-200),18-25=-20,1-17=-100 21 CISTEA r`v SSM)NAtE•% 111 09/06/2019 A b Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774BF FOIL Floor Supported Gable 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:15:34 Page:1 ID:CH7W3gc2IVwE5SYAKly3QTypsY9-4N PCyLgd6DPIsM p7zUjJ Lsn LvW hlm Wcl niDloByg ki7 4 0 1 2 3 4 5 6 7 8 9 10 11 23 0-11-14 -11-14 0-11-14 22 12 3x4 12-6-0 12-6-0 Scale=1:26 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Hodz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-R Weight:38 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2(flat) REACTIONS All bearings 12-6-0. (lb)- Max Grav All reactions 250(Ib)or less at joint(s)12,13,14,15,16,17, 18,19,20,21,22 FORCES (Ib)-Max.Comp./Max.Ten.-AII forces 250(lb)or less except when shown. NOTES 1) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) 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. 7) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 14Av c� JUAN RALES-UT RA Ln' ST RUCI U 11. fSTEA SiONAt E �"?i-1r1 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774BF F02 Floor 9 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:15:35 Page:1 ID:SglCtLLgAxUjHg7iru 18s6ypsXD-4NPCyLgd6DPIsMp7zUjJLsnFgWa3mMflniDloBygki7 2 6-0 I I N MT20HS 3x10 FP H: 3x4 3x4 4x8 3x6 3x4 4x12 4x12 3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 0-11 41 14Ill 1 0-11, -11 14 26 11 6 25 24 23 21 20 19 18 17 3x6 4x12 3x6 FP 4x10 3x6 5x16 5x16 3x8 14-11-12 32-" 14-11-12 1740-4 Scale=1:55.1 Plate Offsets(X,Y): [4:0-1-8,Edge],[11:0-1-8,Edge],[112:0-1-8,Edge],[25:0-1-8,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 0.47 Vert(LL) -0.24 17-18 >852 480 MT20 220/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(CT) -0.34 17-18 >598 360 MT20HS 165/143 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.04 16 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:138 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E or 2x4 SP 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 285OF 2.3E or 2x4 SP 2850F 2.3E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: OTHERS 2x4 SPF No.2(flat) 6-0-0 oc bracing:22-23,20-22. REACTIONS (Ib/size) 16=816/0-3-8,(min.0-1-8),22=2318/0-3-8,(min.0-1-8), 26=678/Mechanical,(min.0-1-8) Max Grav 16=876(LC 4),22=2318(LC 1),26=757(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2736/0,34=-2736/0,4-5=-2025/493,5-6=-2025/493,6-7=0/3533,7-8=0/3533,8-9=0/3533,9-10=-2487/218, 10-11=-2487/218,11-12=-3650/0,12-13=-3533/0,13-14=-3533/0 BOT CHORD 25-26=0/1807,24-25=0/2736,23-24=0/2736,22-23=-1392/305,21-22=-1169/455,20-21=1169/455,19-20=0/3650, 18-19=013650,17-18=0/3650,16-17=0/2209 WEBS 7-22=-305/0,6-22=-2860/0,2-26=-1907/0,6-23=0/2047,2-25=-47/981,5-23=-269/14,4-23=-1351/0,9-22=-3154/0, 14-16=-2318/0,9-20=0/2332,14-17=0/1398,10-20=-272/0,13-17=-318/0,11-20=-1601/0,12-17=259/566 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 1.5x3 MT20 unless otherwise indicated. 5) Refer to girder(s)for truss to truss connections. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS11TPI 1. 7) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ;bf IV4��^ JUAN J. 0 pM UT RA STRUCIU 21 - c ISTEA SSA)N At EI ►►►T1 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774BF F03 Floor 8 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:15:35 Page:1 ID:R9TLavuXdTsNOStzssnJ5PypsRL-YZyaAhhFtXXcT WNJWBEYt4KPQww9VptROMyrKdygki6 2-6-0 1-9-12 MT20HS 3x10 FP 3x4 3x4 4x8 3x6 3x4 4x12 4x12 3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 0-11 41 14 D-11-14 26 6 Pi 25 24 23 21 20 19 18 17 3x6 402 3x6 FP 400 3x6 5x16 5x16 3x8 14-11-4 32-M 14-11-4 17-0-12 Scale=1:55.1 Plate Offsets(X,Y): [4:0-1-8,Edge],[11:0-1-8,Edge],[12:0-1-8,Edge],[25:0-1-8,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 0.47 Vert(LL) -0.24 17-18 >845 480 MT20 220/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) -0.34 17-18 >593 360 MT20HS 165/143 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.04 16 We n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:138 lb FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E or 2x4 SP 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 285OF 2.3E or 2x4 SP 285OF 2.3E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2(flat) 6-0-0 oc bracing:22-23,20-22. REACTIONS (Ib/size) 16=819/0-3-8,(min.0-1-8),22=2318/0-3-8,(min.0-1-8), 26=675/0-3-8,(min.0-1-8) Max Grav 16=878(LC 4),22=2318(LC 1),26=755(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2723/0,3-4=-2723/0,4-5=-2021/505,5-6=-2021/505,6-7=0/3534,7-8=0/3534,8-9=0/3534,9-10=-2489/205, 10-11=-2489/205,11-12=-3665/0,12-13=-3546/0,13-14=-3546/0 BOT CHORD 25-26=0/1801,24-25=0/2723,23-24=0/2723,22-23=-1405/310,21-22=-1156/449,20-21=-1156/449,19-20=0/3665, 18-19=0/3665,17-18=0/3665,16-17=0/2215 WEBS 7-22=-305/0,6-22=-2854/0,2-26=-1900/0,6-23=0/2042,2-25=-53/973,5-23=-269/13,4-23=-1345/0,9-22=-3160/0, 14-16=-2324/0,9-20=0/2337,14-17=0/1405,10-20=-272/1,13-17=-320/0,11-20=-1613/0,12-17=-267/561 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 1.5x3 MT20 unless otherwise indicated. 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/TPt 1. 6) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard "4F M JUAN J. R N` A. ES-U STRUCIU L 21 ►STE �� SSf�]Al�e� ttt� 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774BF F03S Floor 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:15:35 Page:1 I D:17r34VGzK_mzcDlxBtgasxypsOs-YZyaAhhFtXXcT W NJ W BEYt4KRdwwzVd ROMyrKdygki6 1-0-0 2-6-0 4 1.5x3 1.5x3 3x4 4x10 4x10 3x4 1.5x3 1.5x3 1 2 3 4 5 6 7 8 0-11-1 11-1 0-11-1 14 s 13 12 11 10 3x8 1.5x3 4x12 4x12 1.5x3 3x8 1.5x3 Scale=1:33.1 Plate Offsets(X,Y): [4:0-1-8,Edge],[5:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.29 11-12 >707 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.43 11-12 >470 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:75 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 OF 2850F 2.3E or 2x4 SP 2850F 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 285OF 2.3E or 2x4 SP 285OF 2.3E(flat) except 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 (Ib/size) 9=1015/0-3-8,(min.0-1-8),14=1021/0-3-8,(min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4313/0,3-4=-4313/0,4-5=-4991/0,5-6=-4345/0,6-7=-4345/0 BOT CHORD 13-14=0/2579,12-13=0/4991,11-12=0/4991,10-11=0/4991,9-10=0/2628 WEBS 7-9=-2759/0,2-14=-2722/0,7-10=0/1812,2-13=0/1830,6-10=-294/0,3-13=-293/0,5-10=-994/0,4-13=-1018/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard NOF V,4�s JUAN I RALES-Ut RA �^ STRUMf 21 CISTEa h11'11�1� 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774BF F04 Floor 3 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:15:35 Page:1 ID:TBG1 pr9gawQrKBgwJee9ArypsOQ-YZyaAhhFtXXcTWNJWBEYt4KPWww2VgSROMyrKdygki6 2-6-0 1-9 8 1-9-8 11 1-9-8 d; 4x12 3x4 4x12 MT20HS 3x10 FP 3x4 3x8 3x4 3x4 3x4 3x8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 0-11 41 14 0-11F14 2Bit 7 27 26 25 24 22 21 20 19 18 3x8 4x12 3x6 FP 4x10 3x8 5x16 5x16 3x8 15-6-4 32-0-0 15-64 16-5-12 Scale=1:55.1 Plate Offsets(X,Y): [4:0-1-8,Edge],[5:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,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 0.46 Vert(LL) -0.22 18-19 >879 480 MT20 220/190 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.32 18-19 >620 360 MT20HS 165/143 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.04 17 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:140 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 DF 2850F 2.3E or 2x4 SP 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF 285OF 2.3E or 2x4 SP 285OF 2.3E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2(flat) 6-0-0 oc bracing:23-24,21-23. REACTIONS (Ib/size) 17=778/0-3-8,(min.0-1-8),23=2312/0-3-8,(min.0-1-8), 28=708/0-3-8,(min.0-1-8) Max Grav 17=838(LC 4),23=2312(LC 1),28=783(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2960/0,3-4=-2960/0,4-5=-2886/0,5-6=-2128/467,6-7=-2128/467,7-8=0/3519,8-9=0/3519,9-10=0/3519, 10-11=-2274/274,11-12=-2274/274,12-13=-3263/0,13-14=-3318/0,14-15=-3318/0 BOT CHORD 27-28=0/1935,26-27=0/2886,25-26=0/2886,24-25=0/2886,23-24=-1390/376,22-23=-1193/360,21-22=-1193/360, 20-21=0/3263,19-20=0/3263,18-19=0/3263,17-18=0/2096 WEBS 8-23=-298/0,7-23=-2930/0,2-28=-2029/0,7-24=0/2079,2-27=0/1082,3-27=-289/0,5-24=-1241/0,4-27=-16/651, 10-23=-3073/0,15-17=-2199/0,10-21=0/2205,15-18=0/1290,14-18=-326/0,12-21=-1450/0,13-18=-104/661, 12-20=0/273 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 1.5x3 MT20 unless otherwise indicated. 5) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard F 414 p� h� JUAN I RALES-UT RA STRUMf 21 . ESTER S��JNALO 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774BF F05 Floor 2 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:15:35 Page:1 ID:PKz4xzo45C5KBKD5wG4bgOypsNb-YZyaAhhFtXXcTWNJWBEYt4KPSwwAVpuROMyrKdygki6 2-6-0 -T__� 77_ 4V40HS 3x10 FP 3x4 4x8 3x6 3x4 4x12 4x12 3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 0-11 1 14ill 0_111 -11 14 26 6 25 24 23 21 20 19 18 17 3x6 4x12 3x6 FP 4x10 3x6 4x12 5x16 3x8 14-7-12 31-8-8 14-7-12 1 17-0-12 Scale=1:54.7 Plate Offsets(X,Y): [4:0-1-8,Edge],[11:0-1-8,Edge],[12:0-1-8,Edge],[25:0-1-8,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 0.46 Vert(LL) -0.24 17-18 >851 480 MT20 220/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) -0.34 17-18 >595 360 MT20HS 165/143 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.04 16 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:137 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 DF 2850F 2.3E or 2x4 SP 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 2850F 2.3E or 2x4 SP 285OF 2.3E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2(flat) 6-0-0 oc bracing:22-23,20-22. REACTIONS (Ib/size) 16=820/0-3-8,(min.0-1-8),22=2302/0-3-8,(min.0-1-8), 26=654/Mechanical,(min.0-1-8) Max Grav 16=875(LC 4),22=2302(LC 1),'26=739(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2625/0,3-4=-2625/0,4-5=-1985/552,5-6=-1985/552,6-7=0/3511,7-8=0/3511,8-9=0/3511,9-10=-2452/150, 10-11=-2452/150,11-12=-3639/0,12-13=-3531/0,13-14=-3531/0 BOT CHORD 25-26=0/1756,24-25=0/2625,23-24=0/2625,22-23=-1456/329,21-22=-1090/405,20-21=-1090/405,19-20=0/3639, 18-19=0/3639,17-18=0/3639,16-17=0/2207 WEBS 7-22=-305/0,6-22=-2808/0,2-26=-18$4/0,6-23=0/1999,2-25=-81/917,5-23=-270/5,4-23=-1291/0,9-22=-3157/0, 14-16=-2316/0,9-20=0/2334,14-17=0/1397,10-20=-272/1,13-17=-319/0,11-20=-1601/0,12-17=-275/549 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 1.5x3 MT20 unless otherwise indicated. 5) Refer to girder(s)for truss to truss connections. 6) 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. 7) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard `(\A F&i4 JUAN J. RALES-UT Nn in RUCIUTL U 4q2jjj rSTEA ':j/ S.�NA1. 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774BF F06 Floor 2 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:15:35 Page:1 I D:7ZsDOON Boy8 Wyju KkLxrm8ypsMr-YZyaAh h FOCXcT W NJ W BEYt4KPTwwzVpuROMyrKdygki6 2-6-0 3x4 4ffj0HS 3x10 FP 4x12 3x4 3x6 4x8 3x4 3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 0-11 d1 14 0-11 14 2 1311 6 25 24 23 22 19 20 19 18 17 3x6 5x16 3x6 FP 4x12 3x6 4x10 4x12 3x6 17-0-4 31-8-8 17-0-4 14-8-4 Scale=1:54.7 Plate Offsets(X,Y): [4:0-1-8,Edge],[5:0-1-8,Edge],[12:0-1-8,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 0.46 Vert(LL) -0.24 24-25 >848 480 MT20 220/190 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.34 24-25 >592 360 MT20HS 165/143 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.04 16 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:137 lb FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E or 2x4 SP 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 285OF 2.3E or 2x4 SP 285OF 2.3E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2(flat) 6-0-0 oc bracing:21-22,19-21. REACTIONS (Ib/size) 16=647/0-3-8,(min.0-1-8),21=2301/0-3-8,(min.0-1-8), 26=828/Mechanical,(min.0-1-8) Max Grav 16=733(LC 4),21=2301(LC 1),26=882(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3517/0,3-4=-3517/0,4-5=-3649/0,5-6=-2452/135,6-7=-2452/135,7-8=0/3501,8-9=0/3501,9-10=0/3501, 10-11=-1991/559,11-12=-1991/559,12-13=-2629/0,13-14=-2629/0 BOT CHORD 25-26=0/2171,24-25=0/3649,23-24=0/3649,22-23=0/3649,21-22=-1072/401,20-21=-1464/343,19-20=-1464/343, 18-19=0/2629,17-18=0/2629,16-17=0/1785 WEBS 9-21=-305/0,7-21=-3158/0,2-26=-2291/0,7-22=0/2334,2-25=0/1421,6-22=-272/4,3-25=-321/0,5-22=-1612/0, 4-25=-296/525,10-21=-2803/0,14-16=-1872/0,1D-19=0/1995,14-17=-88/891,11-19=-270/4,12-19=-1286/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 1.5x3 MT20 unless otherwise indicated. 5) Refer to girder(s)for truss to truss connections. 6) 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. 7) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard OF h' JUAN J. RALES-LIT RA u'1 STRUCTU 1 21 cfsTEP ^�SfiJNA�` 111 09/06/2019 Job TrussTruss Type Qty Ply 92 Emerson Way Northampton,MA ' 19072774BF F07 Floor 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:15:36 Page:1 ID:jr67ysXmQ861 rJfaoo977AypsLM-OIWyN 1 iterff5gyW4vmnQHtdmKJ_EKcaFOiPs3ygki5 2-6-0 1-9$ 1-2-0 1-9$ 1-9-8 1-9-8 3x6 3x4 3x6 3x6 FPx4 3xB 3x4 3x6 3x6 3x4 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 0-11 1 14 0-11 14 2 8 28 27 19 25 24 23 21 20 19 3x4 3x4 3x6 FP 4x10 3x6 3x4 3x8 3x4 4x8 3x4 10-0-12 18-6-4 31-8-8 10-0-12 8-5-8 13-2-4 Scale=1:54.7 Plate Offsets(X,Y): [7:0-1-8,Edge],[114:0-1-8,Edge],[19:0-1-8,Edge],[24:0-1-8,Edge],[27:0-1-8,Edge],[28:0-1-8,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 0.30 Vert(LL) -0.09 18-19 >999 480 MT20 220/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(CT) -0.20 18-19 >768 360 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.02 18 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:138 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 DF 2850F 2.3E or 2x4 SP 2850F 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 2850F 2.3E or 2x4 SP 2850F 2.3E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2(flat) REACTIONS All bearings 0-3-8.except 26=0-5-8,29=Mechanical (lb)- Max Grav All reactions 250(lb)or less at joint(s)except 18=680(LC 5), 22=1529(LC 4),26=1165(LC 3),29=537(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1383/0,3-4=-1383/0,4-5=-1383/0,5-6=0/796,6-7=0/796,7-8=-567/628,8-9=-567/628,9-10=0/1667,10-11=0/1667, 11-12=0/1667,12-13=-1716/0,13-14=-1716/0,14-15=-2269/0,15-16=-2269/0 BOT CHORD 28-29=0/1160,27-28=0/1383,26-27=0/823,25-26=-628/567,24-25=-628/567,23-24=-919/337,22-23=-919/337, 21-22=-145f731,20-21=0/2269,19-20=0/2269,18-19=0/1623 WEBS 6-26=-315/0,11-22=-308/0,9-22=-1356/0,7-26=-1057/0,9-24=0/509,12-22=-2222/0,16-18=-1701/0,12-21=0/1145, 16-19=0/682,14-21=-832/0,5-26=-1543/0,2-29=-1225/0,5-27=0/731,2-28=0/332 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) All plates are 1.5x3 MT20 unless otherwise indicated. 4) Refer to girder(s)for truss to truss connections. 5) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to be attached to walls at their outer ends or restrained by other means. 7) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard OF M4 o, JUAN J. �.` 0 ALES-UT RA N STRUM 1 tSTEp` SSejNAI E�/// �►h►tt1 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774BF F08 Floor 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:15:36 Page:1 ID:gVIJxMlhy_VKdEcEPI aOBypsL3-OIWyNliterfT5gyW4vmnQHtfXKIvEKCaFOiPs3ygki5 1-9-8 2-6-0 1.5x3 1.5x3 1.5x3 1.5x3 3x6 3x4 3x8 1 2 3 4 5 6 7 13 0-11-14 11-14 0-11-14 12 6 11 10 9 3x6 1.5x3 3x8 3x8 3x6 1.5x3 13-4-0 13.4-0 Scale=1:27.3 Plate Offsets(X,Y): [4:0-1-8,Edge],[9:0-1-8,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 0.19 Vert(LL) -0.13 10-11 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(CT) -0.20 8-9 >791 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:58 Ib FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E or 2x4 SP 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 285OF 2.3E or 2x4 SP 285OF 2.3E(flat) except 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 (Ib/size) 8=783/0-3-8,(min.0-1-8),12=789/0-3-8,(min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2726/0,3-4=-2726/0,4-5=-2957/0,5-6=-2957/0 BOT CHORD 11-12=0/1900,10-11=0/2957,9-10=0/2957,8-9=0/1936 WEBS 6-8=-2030/0,2-12=-2006/0,6-9=0/1136,2-11=0/911,4-11=-554/74 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 4 JUAN J. U:moi AALES-UTRA `A SIRUCTUI L 21 ISTER SSAAALL V 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774BF F08A Floor 2 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:15:36 Page:1 ID:GkfSOnLoejYXNcHSDNsgLlypsKJ-OIWyN1 iterfT5gyW4vmnQHtedKKMEMZaFOiPs3ygki5 1-9-8 1-9-8 2-6-0 1-9$ 1.5x3 1.5x3 1.5A 3x6 3x6 3x4 3x6 3x4 1.5x3 1.50 1 2 3 4 5 6 7 8 9 10 0-11-1 11-1 0-11-1 17 11 16 15 13 12 rA 3x4 3x4 3x4 3x4 3x4 3x8 1.5x3 10-0-12 18.8-0 10-0-12 8-7-4 Scale=1:35.2 Plate Offsets(X,Y): [9:0-1-8,Edge],[13:0-1-8,Edge], 15:0-1-8,Edge],[16:0-1-8,Edge] Loading (psi) Spacing 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.04 16-17 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(CT) -0.10 16-17 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S Weight:81 lb FT=20%F,12%E LUMBER BRACING TOP CHORD 2x4 DF 285OF 2.3E or 2x4 SP 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 2850F 2.3E or 2x4 SP 2850F 2.3E(flat) except end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 11=404/0-3-8,(min.0-1-8),14=1313/0-5-8,(min.0-1-8), 17=507/Mechanical,(min.0-1-8) Max Grav 11=441(LC 4),14=1313(LC 1),17=537(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1385/0,3-4=-1385/0,4-5=-1385/0,5-6=0/1012,6-7=0/1012,7-8=-939/0,8-9=-939/0 BOT CHORD 16-17=0/1162,15-16=0/1385,14-15=-96/827,13-14=-179/616,12-13=0/939,11-12=0/939 WEBS 6-14=-307/0,5-14=-1589/0,2-17=-1226/0,5-15=0/768,2-16=-21/289,7-14=-1339/0,9-11=-988/0,7-13=0/557 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Refer to girder(s)for truss to truss connections. 4) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard OF V4�� JIJAN J. HALES UT nA N STRUCTUL 21 ISTEa �I►rrtl'1� 09/06/2019 OHDATE09/05/19 PAGE 1 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 19072774B DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI m 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 SALES REP I Brian Tetreault Phone:413-323-7247 Fax:413-323-5780 JOBSITE PHONE# ( ) SALES AREA Massachusetts/ R.K. Miles-Hatfield JOB NAME:Harkawik&Rennie LOT# SUBDIV: ° 24 West St MODEL: TAG:ROOF JOB CATEGORY: Residential D , T Hatfield, MA 01038 DELIVERY INSTRUCTIONS: ° . (413)247-8300 S Harkawik&Rennie i SPECIAL INSTRUCTIONS: P 92 Emerson Way 8/26/19 PLAN SET. T Northampton, MA BY DATE BUILDING DEPARTMENT OVERHANG INF HEEL HEIGHT 01-04-04 REQ.LAYOUTS REQ.ENGINEERING I QUOTE 1JPK 09/05/19 Roof Trusses END CUT RETURN I NONE NONE LAYOUT 1 1 / / PLUMB I GABLE STUDS 24 IN.OC CUTTING JJPK 09/05/19 ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL STRESS INCR. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) INFORMATION 35.0,15.0,0.0,10.0 1.00 PROFILE QTY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB UNIT TOTAL PLY ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT PRICE PRICE ® 1 COMMON 3 Ply 10.00 0.00 G01 24-00-00 24-00-00 2 X 6 1.5 X 00-10-08 / MONOPITCH 19 10.00 10.001 M01 15-10-04 15-10-04 2 X 4 2 X 4 00-10-08 / MONOPITCH 2 10.00 10.00 M01 GE 15-10-04 15-10-04 2 X 412 X 4 00-10-08 / MONOPITCH 171 10.00 10.00 M02 15-10-04 15-10-04 2 X 4 2 X 4 / MONOPITCH 1 10.001 10.00 M02GE 15-10-04 15-10-04 2 X 4 2 X 4 / MONOPITCH 2 10.00 10.00 M03 13-06-12 1 13-06-12 2 X 4 2 X 4 / ROOF 2 10.00 10.00 M03A 13-06-12 13-06-12 2 X 4 2 X 4 / ROOF J 2 1 10.00 10.00 M03B 13-06-12 13-06-12 2 X 4 2 X 4 ROOF 2 10.00 10.00 M03C 13-06-12 13-06-12 2 X 4 2 X 4 ROOF m! 2 10.00 10.00 M03D 13-06-12 13-06-12 2 X 4 2 X 4 ROOF 2 10.00 10.00 M03E 13-06-12 13-06-12 2 X 4 2 X 4 ROOF 2 1 10.00 10.00 M03F 13-06-12 13-06-12 2 X 4 2 X 4 MONOPITCH 2 10.00 10.00 M03GE 13-10-04 13-10-04 2 X 4 2 X 4 ® COMMON 1 10.00 0.00 T01 24-00-00 1 24-00-00 2 X 4 2 X 4 00-10-08 00-10-08 ® COMMON 3 10.00 0.00 T01A 24-00-00 24-00-00 2 X 4 2 X 4 00-10-08 ® COMMON 1 10.00 0.00 T01 GE 24-00-00 24-00-00 2 X 4 2 X 4 00-10-08 00-10-08 m COMMON 4 10.00 0.00 T02 14-00-00 14-00-00 2 X 4 2 X 4 00-10-08 COMMON 1 10.00 0.00 T02GE 14-00-00 14-00-00 2 X 4 2 X 4 00-10-08 00-10-08 ® VALLEY 1 10.00 0.00 V01 16-06-02 16-06-02 2 X 4 2 X 4 DATE 09/05/19 PAGE 2 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 19072774B DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# LLC+ ORDERED BY Andy Clogston INVOICE# L UFP Belchertown, TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5780 JOBSITE PHONE# ( ) SALES AREA Massachusetts/ F24e es-Hatfield JOB NAME:Harkawik&Rennie LOT# SUBDIV: St MODEL: TAG:ROOF JOB CATEGORY: Residential , MA 01038 DELIVERY INSTRUCTIONS: 7-8300 ik&Rennie SPECIAL INSTRUCTIONS: rson Way 8/26/19 PLAN SET. pton, MA BY DATE BUILDING DEPARTMENT OVERHANG INF HEEL HEIGHT 01-04-04 REQ.LAYOUTS REQ.ENGINEERING QUOTE JPK 09/05/19 Roof Trusses END CUT RETURN I NONE NONE LAYOUT PLUMB GABLE STUDS 24 IN.OC CUTTING JPK 09/05/19 ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL STRESS INCR. ROOF TRUSS SPACING:24.0 IN.O.C. (TYP.) INFORMATION 35.0,15.0,0.0,10.0 1.00 PROFILE QTY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB UNIT TOTAL PLY T ID SPAN SPAN TOP BOT LEFT RIGHT LEFT I RIGHT PRICE PRICE VALLEY 1 10.00 0.00 V02 12-06-02 12-06-02 2 X 4 2 X 4 VALLEY 1 10.00 0.001 V03 08-06-02 08-06-02 2 X 4 2 X 4 VALLEY 1 10.00 0.00 VO4 04-06-02 04-06-02 2 X 4 2 X 4 ROOF SUB-TOTAL: ITEMS QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES UNIT TOTAL FT-IN-16 PRICE PRICE 64 i Hanger HUS26 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 at the tim6 of quote(lumber, EWP, hardware, e c . Should any of these values change prior to completion of this project, UFP Belchertown,LLC reserves the right to adjust the sell price accordingly. QUOTE POLICY: QUOTE VALID FOR 7 DAYS. AFTER 7 DAYS, UFP RESERVES THE RIGHT TO REVIEW/ADJUST ALL PRICING. Sealed individual truss drawings are included in the pricing. Sealed layouts, stamped bracing diagrams are NOT included BUT can be provided for an additional charge. Full payment made on net 30 day terms. No pay-if paid terms. UFP reserves the right to hold shipments if we are not paid within the agreed upon payment terms Possible wall plate crushing issues. o U a See individual truss drawings for details. m a m lit $ g � `° > > c N N N m N Z2 f t Ol Qa N Q O p 16'0" 16,0" CDQ a —T aci al 40'0" 0 �Z y HIS IS A TRUSSPLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be 92 Emerson Way-R noorporated into the building design at the specification of the building designer. See individual design sheets for each cuss 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, LL Northampton, MA ..its,and columns is the responsibility the Truss of the building designer. For general guidance regarding bracing,spout"Bracing of Nood trusses"available from the Truss Plate Institute,583 D'On'rfrio Drive;Madison,WI 53179.It is the responsiblility of the 9/5/2019 B . J K eneral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans, Y oading conditions,and use.If they do not,it Is the responsiblility of the General Contractor/Superintendent to provide ® lan A Universal Forest Products Company .gasbcontaining the al approvaspecl (shop and ngsigns.or willl they beniversal Fres Forest Products eu or errll not be ors or mod�cati nle for s made on-site P Y For ApprovalEinnts/plans an es b others after final approval ofsho drawings, 155",Rrrad,PO Box W5/BeklerNw�,61A.11N7/F►ow.413.323.7217/Fac 4t372i57N ring construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE"REPAIR"MANUFACTURED TRUSSES IN ANY WA` 190727746THOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOHELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN THORIZATION FROM UFP Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072174B G01 Common Girder 1 3 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:40 Page:1 ID:oHP59UwUCmRkl2jbscB34typf3l-RM9dbOF5gYVJ7SIHNCvzM4A2jTp_KCytOE1 G 1 ygkEz 10- 4-4-0 [� 12-0-0 3-10-0 19-0&0 24-0-0 a.1p_� 4-4-0 3-1 -0 3-10-0 3-10-0 3-10-0 4-4-0 8x8 6 4x6 5 413 244x8 12 42 7 10 r- � N 4X8 2X4 3 8 25 21 29 N 1 131 62 BE 26 14 27 28 13 29 30 12 31 32 33 11 3465 36 10 37 6x8 3x8 8x8 7x16 MT20HS 10x14 12x12 10x12 Scale=1:56.4 4-4-0 8-2-0 12-0-0 19-&0 24-0-0 4-4-0 3-10-0 3-10-0 7-8-0 4-4-0 Plate Offsets(X,Y): [6:0-3-8,0-4-12],[9:0-6-0,0-7-13],[10:0-3-8,0-8-8],[12:0-9-12,0-3-8],[13:0-3-8,0-6-0],[14:0-6-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.12 10-12 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.24 10-12 >999 180 MT20HS 110/93 TCDL 15.0 Rep Stress Incr NO WB 0.56 Horz(CT) 0.04 9 n/a n/a BCLL 0.0Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:684 Ib FT=20% LUMBER BRACING TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 1.5"x 11.875"1.8E PWLVL BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2`Except`W5:2x4 SPF 210OF 1.8E WEDGE Left:2x4 SPF No.2 Right:2x4 SPF No.2 REACTIONS (Ib/size) 2=14917/0-5-8,(min.0-4-1),9=15045/0-5-8,(min.0-4-0) Max Horiz 2=210(LC 8) Max Grav 2=15628(LC 2),9=15261(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=-17980/0,3-21=-17798/0,3-4=-15291/0,4-22=-12880/0,22-23=-12860/0,5-23=-12836/0,5-6=-12698/0, 6-24=-12735/0,7-24=-12915/0,7-8=-17503/0,8-25=-17673/0,9-25=-17838/0 BOT CHORD 2-26=0/13579,14-26=0/13579,14-27=0/13579,27-28=0/13579,13-28=0/13579,13-29=0/11700,29-30=0/11700, 12-30=0/11700,12-31=0/1 0985,31-32=0/10985,32-33=0/10985,11-33=011 0985,11-34=0/10985,34-35=0/10985, 35-36=0/10985,10-36=0/10985,10-37=0/13446,9-37=0/13446 WEBS 3-14=0/3569,3-13=-2713/0,4-13=0/4681,4-12=-3831/0,6-12=0/15852,7-12=-2354/0,7-10=0/5228,8-10=-43/385 NOTES 1) 3-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x12-3 rows staggered at 0-6-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 9-0-0,Exterior(2)9-0-0 to 15-0-0,Interior(1)15-0-0 to 21-0-0,Exterior(2)21-0-0 to 24-0-0 zoand forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) 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-con n other live loads. its 7) All plates are MT20 plates unless otherwise indicated. 8) Concentrated loads from layout are not present in Load Case(s):#5 Dead+0.6 C-C Wind(Pos.Internal)Case 1;#6 Dead+0.6 C-CXVind(Neg.In er I)Case 1;#7 D ' 0.6 MWFRS Wind(Pos.Internal)Left;#8 Dead+0.6 MWFRS Wind(Pos.Internal)Right;#9 Dead+0.6 MWFRS Wind(Neg.Internet%Left: 1¢be�d�'0.6 FRS in (Neg.Internal)Right;#11 Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel;#12 Dead+0.6 MWFRS Wind(Pos.Internal)2nd Pat2llel; 3 S ind� (Pos.Internal)3rd Parallel;#14 Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel;#15 Dead+0.6 MWFRS Wind(Neg.Internal)1 s Para ]# 6 # 6M F (Neg.Internal)2nd Parallel;#24 Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left);,#25 Pled+ Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right);#26 Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6MWFRS"�hA d( Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel). 09/06/2019 Co ""ao"moz Job V I Truss Truss Type I Qty I Ply 92 Emerson Way Northampton,MA 19072774B G01 Common Girder 1 3 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:40 Page:2 ID:oHP59UwUCmRkl2jbscB34typf3l-RM9dbOF5gYVJ7SIHNCvzM4A2jTp_KCyt0E1 G 1ygkEz 9) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 10) Solid blocking is required on both sides of the truss at joint(s),2,9. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Use USP JUS410(With 8-16d nails into Girder R 6-16d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 3-1-12 from the left end to 21-0-0 to connect truss(es) F01(1 ply 2x4 SP or DF),F02(1 ply 2x4 SP or DF)to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(Ib/ft) Vert:1-6=-1 00,6-9=-1 00,15-17=-20,17-18=-1065(F=-1045) Concentrated Loads(lb) Vert:26=-608(B),27=-204(B),28=-204(B),29=-204(B),30=-204(B),31=-204(B),33=-204(B),34=-204(B),36=-204(B),37=-204(B) W OF Va� ,jluAw I ES-UT STRUClU 21 ISTE SS,-NAL IT 09/06/2019 Job Truss Truss Type City Ply 92 Emerson Way Northampton,MA 19072774B M01 lMonopitch 19 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:40 Page:1 ID:eZ?hjs4LgPk_r9lda7FlhZypg?n-RM9dbOF5gYVJ7SIHNCvzM4ACjSn_MOytOE1 G 1 ygkEz 2-2-5 15-6-12 - -10 6 1-2 9 6-2 12- 1 0 4 1'0 B 4-1-12 3-2-1 3-2-1 01J-8 2-2-5 2-10-9 5x8 4x4 two �r to 7 3x4 w o 3x4 4xB 30 12 1107 11 3x4 � 3x4 cn N O 12 N N 670 12 3x8 13 3x4 3x4 1 -1 m 1 0 0 5x6 B-4-2 15-3.4 15-10-4 0 5 6 4- 11 -1 -1 -11 15 2 Scale=1:69.6 0 5 6 3-10-3 3-10-3 11 3-6-9 1 p 0-2-4 3-4-9 0-3-8 Plate Offsets(X,Y): [9:0-2-4,0-2-4],[10:0-5-2,0-2-0],[12:0-3-0,Edge],[15:0-1-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.21 11-12 >887 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.34 12 >546 180 TCDL 15.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.17 15 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:77 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins, BOT CHORD 2x4 SPF 2100F 1.8E*Except*B3:2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2*Except*W1:2x6 SPF No.2,W1 0:2x4 SPF 2100F 1.8E BOT CHORD Ri id ceiling directly applied or 7-0-3 oc bracing. REACTIONS (Ib/size) 14=1043/0-5-8,(min.0-1-8),15=905/Mechanical,(min.0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 14=425(LC 11) installed during truss erection,in accordance with Stabilizer Max Uplift 15=-288(LC 11) Installation guide. Max Grav 14=1076(LC 18),15=1100(LC 118) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-2734/671,4-5=-3680/908,5-6=-2909/642,6-7=-2814/652,7-8=-483/43,8-10=-290/1130,8-15=-1092/286, 2-14=-292/106 BOTCHORD 13-14=-925/1601,12-13=-1272/3489,11-12=-1139/3562,10-11=-737/2589 WEBS 3-13=-100/818,3-14=-2069/504,4-13=-1199/298,5-11=-613/262,7-11=-161/635,7-10=-1808/519 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-2-5,Interior(1)2-2-5 to 12-6-12,Exterior(2)12-6-12 to 15-6-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 11;Exp B;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 live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Bearing at joint(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing su 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 288 Ib uplift at joint 15. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standI�Pf�1h,"43, LOAD CASE(S) Standard t4ent., JUAN J. U R t ES UT STRUCTUf L 21 IV SSJNAtf� �ryr't� 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774B M01 GE Monopitch Supported Gable 2 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:41 Page:1 ID:?h1?J3nodkV_FpZjLFHMvlypfza-wYj?okGjRsdrLH 1 yg4j8WacMX7tnju 156gzapTygkEy 0-2-12 -9-1V 15-10-4 10 15-7-8 0-2-12 1 T 1 129 o 3x 13 12 7 14 10r 13x4 16 v CP N N 17 X10 12 18 3x8 19 1 20 2 00 3x6 1-10-4 0 5 8 12-9-0 1 -10-4 Scale=1:69.8 0 10-10-12 3-1 4 1-4-12 Plate Offsets(X,Y): [21:0-3-0,0-0-7] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 12 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:62 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2*Except*W1:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2 6-0-0 oc bracing:20-21,13-15. REACTIONS All bearings 15-10-4. MiTek recommends that Stabilizers and required cross bracing be (Ib)- Max Horiz 21=428(LC 11) installed during truss erection,in accordance with Stabilizer Max Uplift All uplift 100(lb)or less atjoint(s)12,13,15,16,17,18,19 Installation guide. except 20=-386(LC 11),21=-137(LC 9) Max Grav All reactions 250(lb)or less at joint(s)12,16,17,18,19 except 13=370(LC 18),15=319(LC 18),20=277(LC 21),21=619(LC 11) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=-289/186,2-3=-471/383,3-4=-408/332,4-5=-339/277,5-6=-272/224 BOTCHORD 20-21=-540/409 WEBS 10-13=-327!75,9-15=-279/89,2-20=279/383 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Comer(3)-0-10-8 to 1-10-4,Exterior(2)1-10-4 to 12-8-8,Corner(3)12-8-8 to 15-8-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 perANS1/TPI 1. 3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 11;Exp B;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 w' 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). " 9) Gable studs spaced at 2-0-0 oc. 10) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wi betwe," q bottom c any other members. 1 r,t i's tEbeann lJE 1 11) Bearing at joint(s)21,12,13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should ver i y{—�capa ty g�y 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)12,13,15,16,17, 19 '(jf=lti)2t' 2 3 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)12,13,15,16,17,18,19,20. i, 0 t 14) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced s LOAD CASE(S) Standard IST ALL ►h t 1111 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774B M02 Monopitch 17 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:41 Page:1 ID:ZCktnsgogfo?1o_CIEp?Fxypfwx-wYj?okGjRsdrLHlyg4j8WacLQ7nsiox56gzapTygkEy [ 2-2-5 [ 6 4 2 [ 9 6 2 12 8-3 1 1 2-2-5 4-1-12 3-2-1 3-2-1 3 2-1 5x8 15h4X4 6 x4 c 4x8 3x4 1 3x4 12 4 9 10r- 16x4 18HS 3x12 3x4 � N� NO JxTN O 12 3x8 1 12 2x4 3x4 � 1 1{l-4 rn rn 1 0 0 4x8 11-2-9 15-3-4 8 4-3 11 8 1-14 11 10 11 1 -1 -4 Scale=1:67.7 0 5 8 3-10-3 3 10-3 g 7 0 3-0-11 3-4-9 Plate Offsets(X,Y): [7:0-2-12,0-3-0],[8:0-5-2,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.21 11-12 >880 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.45 Vert(CT) -0.34 11-12 >542 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.10 15 n/a n/a BCLL 0.0• Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:75 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E except end verticals. WEBS 2x4 SPF No.2*Except*W1:2x6 SPF No.2,W1 0:2x4 SPF 2100F 1.8E BOT CHORD Ri id ceilina directly applied or 7-0-4 oc bracing. REACTIONS (Ib/size) 13=933/0-5-8,(min.0-1-8),15=889/Mechanical,(min.0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 13=396(LC 11) installed during truss erection,in accordance with Stabilizer Max Uplift 15=-279(LC 11) 1 Installation guide. Max Grav 13=966(LC 18),15=1066(LC 18) FORCES (lb)-Max.Comp./Max.Ten.-AII forces 250(lb)or less except when shown. TOP CHORD 2-16=-2793/651,3-16=-2663/671,3-4=-3735/919,4-5=-2980/649,5-17=-2877/656,6-17=-2865/667,6-7=-601/81, 8-15=-298/1163,7-15=-298/1163 BOTCHORD 12-13=-915/1654,11-12=-1269/3543,10-11=-1147/3603,9-10=-1126/3623,8-9=-745/2628 WEBS 2-12=-103/813,2-13=-2140/530,3-12=-1195/302,4-9=-620/263,6-9=-160/642,6-8=-1725/496,7-15=-1134/297 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 15-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-06-00 tall by 2-00-00 wide will ft between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Bearing at joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 279 Ib uplift at joint 15. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standardly LOAD CASE(S) Standard t�h�r�'a S N JUAN J. FtAtES-UT RA STRUCTU( L 21 GISTIE ^�5a1NAtE 1 09/06/2019 Job Truss Truss Type r—r]92 Emerson Way Northampton,MA 19072774B M02GE Monopitch Supported Gable Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:41 Page:1 ID:pe3YM3?4gfLc?lAckKWzOhypfu8-wYj?okGJRsdrLHlyg4j8WacOi7uQjvC56gzapTygkEy 15-10-4 1 a, 11� o 3x4 2 12 12 13 10r 13x4 c2 e 15 m� N� 16 -i10 12 17 3x8 18 1 1 -4 19 0, 0)—��-_2 0 0 3x6 1-10-4 0 5 12- 155 104 Scale=1:68 01518 10-10-12 3 1 4 1-4-12 Plate Offsets(X,Y): [20:0-3-0,0-0-7] Loading (psf) Spacing 1-11-4 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.06 Hodz(TL) 0.00 11 n/a n/a BCLL 0.0' Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:62 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 210OF 1.8E except end verticals. WEBS 2x4 SPF No.2*Except*W1:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2 6-0-0 oc bracing:12-14. REACTIONS All bearings 15-10-4. (Ib)- Max Horiz 20=391(LC 11) Max Uplift All uplift 100(lb)or less at joint(s)11,12,14,15,16,17,18 except 19=-368(LC 11),20=-183(LC 9) Max Grav All reactions 250(lb)or less at joint(s)11,15,16,17,18 except 12=354(LC 18),14=295(LC 18),19=302(LC 21),20=611(LC 11) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-20=-280/193,1-2=-459/373,2-3=-396/323,3-4=-330/270,4-5=-264/218 BOT CHORD 19-20=-508/416 WEBS 9-12=-313/74,7-14=-256/86,1-19=-285/360 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Comer(3)0-2-12 to 3-2-12,Exterior(2)3-2-12 to 12-8-8,Comer(3)12-8-8 to 15-8-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 perANSI/TPI 1. 3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. � ,„ZNQF M4 � 7) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). n 8) Gable studs spaced at 2-0-0 oc. T 9) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wi ilk elween the bottom hp� d any other members. _ JUAN I 10) Bearing at joint(s)20,11,12 considers parallel to grain value usingANSI/TPI 1 angle to grain formula. Building designer should verifib` ry fl� r�Q 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoints)11,12,14,15,16, gt TUbI� 19 3681 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)11,12,14,15,16,17,18, 19. C 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced a N 1 LOAD CASE(S) Standard /STEP < ")SIONAt�� 11 09/06/2019 Job Truss Truss Type Oty Ply 92 Emerson Way Northampton,MA 190727746 M03 Monopitch 2 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:41 Page:1 ID:yjOkpgA20r3TeR?azNfl Ykypfkt-wYj?okGjRsdrLH 1yg4j8Wac117jfjkl56gzapTygkEy 4 6 4 9-0-8 13-1-8 13M12 4-10 p 6x6 5 1- 15 _m 3x6 Nm 1 4 1 4x61 �x4 0� 1 5x8 12 3 10r- N 7 m N 4x6 8 4X6 co`Q HS 3x10 0 0 1 -110 12 9 4x6 4x6 1 14-8 1 O4#O 2x4 12-it-12 13-6-12 0- -6- 5 44 9-0-8 1 I)- 5 4-2-5 4-6 4 0- 1 Scale=1:63.1 3-11-4 0-5.4 Plate Offsets(X,Y): [1:0-2-12,0-1-8],[5:0-2-8,Edge],[6:0-5-8,0-2-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.19 7-9 >836 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.32 7-9 >503 180 MT20HS 148/108 TCDL 15.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.07 11 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:65 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Ri id ceilina directly applied or 6-0-14 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS (Ib/size) 10=801/Mechanical,(min.0-1-0),11=757/Mechanical,(min. installed during truss erection,in accordance with Stabilizer 0-1-8) Installation guide. Max Horiz 10=339(LC 11) Max Uplift 11=-243(LC 11) Max Grav 10=828(LC 18),11=897(LC 18) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-855/217,1-12=-2690/596,2-12=-2498/611,2-3=-2801/607,3-13=-781/76,13-14=-684/Bl,4-14=-634/84, 4-5=-596/100,5-11=-257/978 BOT CHORD 9-10=-4721463,8-9=-947/2445,7-8=-921/2466,7-11=-842/2758 WEBS 3-11=-1804/569,2-9=-419/148,1-9=440/2109,5-11=-964/261 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 10-1-8,Exterior(2)10-1-8 to 13-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Vi 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 243 Ib uplift at joint 11. f 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced stardANS LOAD CASE(S) Standard u� JUAN J. { �J RALES UT SI RUCI Uf L 21 t ISTEA SS�JNAI E � ►►111 09/06/2019 Job Truss Truss Type Qty Ply 1 92 Emerson Way Northampton,MA 19072774B M03A Roof Special 2 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:41 Page:1 ID:uAiCaGYV?mXESv6ydhehgsypffE-wYj?okGjRsdrLH l yg4j8WacD?7n3jiO56gzapTygkEy 1-7-12 0 8 5-5-11 9-4-11 8 1 2 0 8 3-9-15 3 11-0 3 8 1 13-1-3 01914 1-4-4 6x6 5 1-7 15 r N 11 'eo 5x� 63x4 rn 12 4 6x8 10 r 4x6 3 7 m rn 5610 12 MT18HS 5x1 8 6x6 4x6 rn 1 0 1 3x4 9 0 0 4x4 5x6 0-7-0 13-1-8 0 1-9 4 5 5 11 7-10 7 12-11-12 1 2 off-9i-4 3-8-7 2-4-12 5-1-5 Scale=1:60.6 0-3-8 0-1-12 Plate Offsets(X,Y): [2:0-6-0,0-2-0],[5:0-2-8,Edge],[6:0-5-15,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.27 7-8 >598 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.36 7-8 >445 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.88 Horz(CT) -0.06 11 n/a n/a BCLL 0.0* Code IRC2015ITP12014 Matrix-MS BCDL 10.0 Weight:64 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins, BOT CHORD 2x4 SPF No.2*Except*B2:2x4 SPF 2100F 1.8E except end verticals,and 2-0-0 oc purlins(6-0-0 max.):1-2. WEBS 2x4 SPF No.2 BOT CHORD Ri id ceilina directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS (Ib/size) 1=792/Mechanical,(min.0-1-8),11=748/Mechanical,(min. installed during truss erection,in accordance with Stabilizer 0-1-8) Installation guide. Max Horiz 1=303(LC 11) Max Uplift 11=-182(LC 11) Max Grav 1=1114(LC 26),11=1192(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=0/1129,1-2=-304/232,2-3=-4185/212,3-4=-3903/300,4-12=-934/34,5-12=-721/55,5-11=-172/1342 BOT CHORD 9-10=0/1280,8-9=0/1595,7-8=-497/3843,7-11=-608/3819 WEBS 2-10=-1686/0,4-11=-2585/411,2-9=-928/7,3-8=-496/147,2-8=-477/2030,5-11=-1274/196 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-3-8 to 1-7-12,Interior(1)1-7-12 to 10-1-8,Exterior(2)10-1-8 to 13-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) *This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-06-00 tall by 2-00-00 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 182 Ib uplift at joint 11. -` � 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced stan`drd ANSVTPI 1. � 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. C LOAD CASE(S) Standard JUAN I V BALES-UT RA N! STRUM 1 21 IST %A• 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774B M03B Roof Special 2 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:42 Page:1 ID:oUthTPOev3LZs613gkhkjpypfOe-wYj?okGjRsdrLHlyg4j8WacCh7fFjnX56gzapTygkEy 0-a 3-7-12 �I` 84" 13-1-8 13 -12 0� 3-4-4 I 5-0-4 4-5-8 0�� 5x8 4 1-7 15 � N 9 m 12 3x4 10 U-_ 11 11 64 3 d 6 '4 Y 4810 6x6 MT18HS 5 12 J2: 1 8 3x4 7 0 0 5x6 5x6 0-7-0 13-1-8 0-� 3-9-4 8-8-0 12-11-12 lip-12 0-Al3-2-4 4-10-12 A 4-3-12 11554 Scale=1:53.9 0-3-8 0-1-12 Plate Offsets(X,Y): [2:0-6-0,0-2-0],[4:0-4-8,Edge],[5:0-4-12,0-3-4],[8:0-2-0,0-0-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.26 6-7 >604 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.38 6-7 >421 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.55 Horz(CT) -0.16 9 Na n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:61 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2*Except*T2:2x4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):1-2. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 3-5 REACTIONS (Ib/size) 1=792/Mechanical,(min.0-1-8),9=748/Mechanical,(min. MiTek recommends that Stabilizers and required cross bracing be 0-1-8) installed during truss erection,in accordance with Stabilizer Max Horiz 1=251(LC 11) Installation guide. Max Uplift 9=-147(LC 11) Max Grav 1=915(LC 26),9=1149(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=0/844,2-3=-4066/212,3-11=-1049/27,4-11=-780/53,4-9=-129/1278 BOT CHORD 7-8=0/2276,6-7=0/2848,6-9=-434/3873 WEBS 2-8=-2352/0,3-9=-2625/261,3-6=-252/147,2-6=-416/858,2-7=-1727/19,4-9=-1235/160 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-3-8 to 3-3-8,Interior(1)3-3-8 to 10-1-8,Exterior(2)10-1-8 to 13-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 147 Ib uplift at joint 9. , -� F V4p� 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced sta 1`Ard ANS "v5�n 10) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. � LOAD CASE(S) Standard JUAN I RALES-UT RA `r 1 STRUCIU L 11 21 +►STEP ^4SaNAlE�i� +'►►nin 09/06/2019 Job Truss Truss Type r( - Ply 92 Emerson Way Northampton,MA 190727748 M03C Roof Special 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:42 Page:1 ID:rRT3zHwFq_SUkbuxkGORthypflo-0IGO04HMCAliyRc8OoEN2n9o1 W1gSDrFKKj7LvygkEx 2-9-14 13-1-6 0 5-7-12 1, 9-8-0 1, 13- -12 1T 1 04 2-9-14 4-0-4 0 2-" 3-5-8 4x8 5 1-7 5 12 10 4x6 10 Y 12 3x4 o 4 5x8 N ob 7 q 6x6 3x6 MT18HS `b le 410rn � 1 2 11 9 MN 3x4 g o 3x8 5x6 0-7-0 12-11-12 13-6-12 01711 5-9-4 9--0 13 1, 0-- 5-2-4 3-10-126 0-1}12 1 Scale=1:50.1 0-3-8 3-3-12 0-55-4 Plate Offsets(X,Y): [3:0-6-0,0-2-0],[5:0-4-8,Edge],[6:0-5-8,0-2-8],[9:013-8,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.19 7-8 >842 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.86 Vert(CT) -0.28 7-8 >558 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.61 Horz(CT) -0.18 10 n/a n/a BCLL 0.0Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:59 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(3-7-6 max.):1-3. WEBS 2x4 SPF No.2 BOT CHORD Ri id ceilina directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS (Ib/size) 1=792/Mechanical,(min.0-1-8),10=748/Mechanical,(min. installed during truss erection,in accordance with Stabilizer 0-1-8) Installation guide. Max Horiz 1=199(LC 11) Max Uplift 1=-27(LC 11),10=-118(LC 11) Max Grav 1=987(LC 25),10=1069(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=0/781,2-11=-2542/0,3-11=-254210,3-4=-3174/120,4-12=-844/14,5-12=-630/35,5-10=-101/1189 BOT CHORD 8-9=-53/1636,7-8=-16/3137,7-10=-296/3119 WEBS 4-10=-2027/167,3-7=-762/80,2-9=-1706/66,2-8=0/1252,3-8=-2375/26,5-10=-1140/128 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=S.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-3-8 to 3-3-8,Interior(1)3-3-8 to 10-1-8,Exterior(2)10-1-8 to 13-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s)for truss to truss connections. 111 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 27 Ib uplift at joint 1 and 118 Ib uplift at joint 10. OF 1.1'. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced sta �1S . �. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord ` A. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard JUAN I FlALES-UT RA STRUCI U 21 ISTEp' �SSeJNA' 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 190727748 M03D Roof Special 2 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:42 Page:1 I D:Deb4q ISLCBogJi M 6 UgeS rmypfFX-OIGO04H MCAIiyRc8OoEN 2n9Q3 W 2xSD?FKKj7Lvyg kEx 13-1-8 0-t I, 3-9-14 7-7-12 10-4-14 136-tY 0-4 3-" 3-9-14 2-9-2 l 0V 2-8-10 5x6 5 12 1-7- 5 10 r 5x6 9 4 3x4 a o 4x8 v? fO 4x8 6x6 3x6 7 d 1 10 11 &ZI a a r= TI J 10 �o o� 12 y 'Icy 8 3x4 7 0 0 5x6 6x12 0-7-0 13-1-8 01111 1 111 7-9-4_ _ 12-11-12 1316 1Y 07-2-4 5-2-8 0 I, Scale=1:44.9 0-3-8 0-1-12 Plate Offsets(X,Y): [3:0-6-0,0-2-0],[6:0-5-2,0-2-0],[7:0-5-8,0-1-4],[8:0-2-0,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.16 7 >997 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.28 7-8 >576 180 TCDL 15.0 Rep Stress Incr YES WB 0.60 Horz(CT) -0.19 9 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:57 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(2-10-8 max.):1-3. WEBS 2x4 SPF No.2 BOT CHORD Ri id cellina directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS (Ib/size) 1=792/Mechanical,(min.0-1-8:1,9=748/Mechanical,(min. installed during truss erection,in accordance with Stabilizer 0-1-8) Installation guide. Max Horiz 1=147(LC 11) Max Uplift 1=-49(LC 11),9=-96(LC 11) Max Grav 1=1114(LC 25),9=952(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-13/831,2-3=-2481/0,3-4=-3135/0,4-5=-671/7,5-9=-68/1056 BOT CHORD 7-8=-139/2404,7-9=-252/2483 WEBS 4-9=-1568/154,4-7=-59/1419,2-8=-2369/162,2-7=0/813,3-7=-2353/15,5-9=-1012/104 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-3-8 to 3-3-8,Interior(1)3-3-8 to 10-1-8,Exterior(2)10-1-8 to 13-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 Ib uplift at joint 1 and 96 Ib uplift at joint 9. Ulf 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced stand (�PJ I 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. n 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard JUAN J. HALES-UT RA STRUC1U 21 ESTER tai SS+t1NA 7 09/06/2019 Job Truss Truss Type Qty I Ply 92 Emerson Way Northampton,MA 190727748 M03E Roof Special 2 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:42 Page:1 ID:yGT7cldFDVTIvN7i 1 Ttf8jypfCj-OIGO04HMCAliyRc8OoEN2n9RrW31SBfFKKj7LvygkEx 13-1-8 L 4-10-10 9-7-12 13-111 4-10-10 4-9-2 04-4 3-5-12 4x8 12 10 � 4 1-7-1 N 10 N o rn N 6x012 3x4 0 0 0 c 6x10 2x4 13;21 �' rn 1 11 12 2 5x8 PL aD N N _J10 8 9 4 7 6 0 0 3x4 6x8 6x6 12-11-12 13-6-12 0-1-4 4-10-10 9-94 13-1a 4-5-6 4-10-10 0-1_ Scale=1:39.8 3-2-8 0-5-4 Plate Offsets(X,Y): [1:0-3-12,0-3-0],[3:0-2-5,Edge],[4:0-4-8,Edge],[5:0-5-8,0-2-8],[7:0-3-0,0-2-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.19 6-7 >839 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.28 6-7 >574 180 TCDL 15.0 Rep Stress Incr YES WB 0.75 Horz(CT) -0.16 10 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:55 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E*Except*T2:2x4 SOF Not TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(3-5-2 max.):1-3. WEBS 2x4 SPF No.2 BOT CHORD Ri id ceilina directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS (Ib/size) 1=789/Mechanical,(min.0-1-8),10=748/Mechanical,(min. installed during truss erection,in accordance with Stabilizer 0-1-8) Installation guide. Max Horiz 1=94(LC 11) Max Uplift 1=-65(LC 11),10=-81 (LC 11) Max Grav 1=1200(LC 26),10=845(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-3185/141,11-12=-3185/141,2-12=-3185/141,2-3=-3188/142,3-13=-706/0,4-13=-523/14,4-10=-46/1054 BOT CHORD 6-7=-101/2370,6-10=-139/3068 WEBS 3-7=-139/841,3-10=-2173/54,2-7=-904/116,1-7=-154/3044,3-6=-1962/125,4-10=-896/90 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-3-8 to 3-3-8,Interior(1)3-3-8 to 10-1-8,Exterior(2)10-1-8 to 13-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 65 Ib uplift at joint 1 and 81 Ib uplift at joint 10. ►► � 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced stand 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard ,JUAN I r� RALES-UT ST RUC1 U 21 CISTEp SS-NA Tfr� 09/06/2019 Job Truss Truss Type I Qty I Ply 92 Emerson Way Northampton,MA 19072774B M03F Roof Special 2 1 ,lob Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:42 Page:1 10:OeXEBiYQSYg5JP21 eafAPYypf8y-OIGO04HMCAliyRc8OoEN2n9RKW07S9eFKKj7LvygkEx 0-3 8 4-2-11 8-0-1 11-7-12 13-6-12 0-318'1 3-11-3 3-9-7 3-7-11 1-11-0 12 10 F 5x6 5 6x8 3x8 44 4x12 1-7-1 112 2 13 3 N ti T1 6 116 W2 l"l'3 VgA l� 0`6 9 61 5x6 qy 3x4 8 7 J 10 �y 3x4 12 6x6 3x4 5x8 0-7-0 12-11-12 0-318 * 5-10-10 11-9.4 13-612 0-3� 5-3-10 5-10-10 1 a Scale=1:33.3 0-3-8 1-2-8 III Plate Offsets(X,Y): [6:0-3-8,0-2-8],[9:0-2-0,0-0-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.18 7-8 >861 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.26 7-8 >617 180 TCDL 15.0 Rep Stress Incr YES WB 0.88 Horz(CT) -0.04 11 n/a n/a BCLL 0.0' Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:53 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(2-9-2 max.):1-4. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: OTHERS 2x4 SPF No.2 2-2-0 oc bracing:7-8. REACTIONS (Ib/size) 1=792/Mechanical,(min.0-1-8),11=748/Mechanical,(min. MiTek recommends that Stabilizers and required cross bracing be 0-1-8) installed during truss erection,in accordance with Stabilizer Max Horiz 1=42(LC 11) Installation guide. Max Uplift 1=-72(LC 11),11=-73(LC 11) Max Grav 1=1255(LC 26),11=1036(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-32/913,2-13=-3264/141,3-13=-3264/141,3-4=-1559/59,4-5=-435/19 BOTCHORD 6-11=-65/1301,5-11=-65/1301,8-9=-190/3007,7-8=-216/3424,6-7=-107/1977 WEBS 4-6=-1243/50,4-7=-580/58,2-8=0/349,2-9=-2941/191,3-7=-1961/156,5-11=-1094/77 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-3-8 to 3-3-8,Interior(1)3-3-8 to 11-7-12,Exterior(2)11-7-12 to 13-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber D0L=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 Ib uplift at joint 1 and 73 Ib uplift at joint 11. ,.d 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced stand IN (fP.IA.! 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard` JUAN I o RALES-UT RA `n STRUCTU 21 C !STEP SSAJNk n111 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774B M03GE Monopitch Supported Gable 2 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:43 Page:1 I D:6HJs IyVnpZsoTaU B4b7CwypfT4-OIGO04H MCAliyRc8OoEN2n9Yj W B WSM bFKKj 7LvygkEx 13-10 3x4 8 5x6 7 9 0 6 12 110 10 r- 3x4 5 12 ch 4 cq N 13 rn o 3 J10 14 12 2 3x8 15 1 ]1 -44 16 m rn 1 0 0 3x6 1-10-4 0B 11$13 13-10-4 0118 8 9109 2.1.7 Scale=1:62.9 14-12 Plate Offsets(X,Y): [7:0-3-0,0-3-0],[17:0-3-0,0-0-7] Loading (psf) Spacing 1-11-4 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.23 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.05 Horiz(TL) 0.00 9 n/a n/a BCLL 0.0* Code IRC2015lrP12014 Matrix-MS BCDL 10.0 Weight 55 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2*Except*W1:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2 8-11-2 oc bracing:16-17. REACTIONS All bearings 13-10-4. (lb)-Max Horiz 17=341(LC 11) Max Uplift All uplift 100(Ib)or less at joint(s)9,12,13,14,15 except 16=-316(LC 11),17=-129(LC 9) Max Grav All reactions 250(lb)or less at joint(s)13,15,16 except 9=300 (LC 18),12=530(LC 18),14=261 (LC 18),17=516(LC 11) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-376/274,2-3=-313/223,6-7=-266/0 BOT CHORD 16-17=-444/369 WEBS 6-12=-360/96,1-16=-211/298 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Comer(3)0-2-12 to 3-2-12,Exterior(2)3-2-12 to 10-8-8,Comer(3)10-8-8 to 13-8-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 B;Partially Exp.;Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing., 7) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 8) Gable studs spaced at 2-0-0 oc. —- 9) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wild ill fit been the botto chor d any other members. r 6 10) Bearing at joint(s)17,9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cap ity of bearincgjkV/fppg.. �\ 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)9,12,13,14,15 ex-4ept(jt-1b) A� �T �q 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)9,12,13,14,15,16. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referen nda WpfO .UI L LOAD CASE(S) Standard _ 21 Ss+t7(VAIE�: 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774B T01 Common 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:43 Page:1 ID:K96_IXwX6njam8Wtb9EKgeypsJY-sxgmDQl zTtZabBKyVlcb?iXVWQGBiaOZ_ShtMygkEw q 10-g{ 6-1-12 12-0-0 � 17-10-4 24-0-0 24-101 OL10 8 6-1-12 5-10-4 5-10-4 1 6-1-12 10- 5x6 5 3x81 103x8 12 4 6 10r- 4x6 4x6 3 7 N N 14 17 4x6 4x6 2 8 N 1 9 13 10 18 19 12 20 21 11 22 23 3x6 3x4 6x6 3x6 8-0-9 15-11-7 24-0-0 Scale=1:56 B-0-9 7-10.13 B-0-9 Plate Offsets(X,Y): [2:0-3-0,0-1-12],[8:0-3-0,0-1-12],[11:0-3-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.14 11-12 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.21 11-12 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.04 10 n/a n/a BCLL 0.0' Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:125 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 3-13,7-10 REACTIONS (Ib/size) 10=1525/0-5-8,(min.0-2-6),13=1525/0-5-8,(min.0-2-6) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 13=215(LC 10) installed during truss erection,in accordance with Stabilizer Max Uplift 10=-78(LC 12),13=-78(LC 11) 1 Installation guide. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-551/163,3-14=-310/187,3-4=-1489/194,4-15=-1329/210,5-15=-1313/229,5-16=-1317/230,6-16=-1333/211, 6-7=-1492/196,7-17=-309/188,8-17=-549/163,2-13=-618/180,8-10=-617/180 BOT CHORD 13-18=-116/1235,18-19=-116/1235,12-19=-11611235,12-20=0/855,20-21=0/855,11-21=0/855,11-22=-2011130, 22-23=-20/1130,10-23=-20/1130 WEBS 3-13=-1231/14,7-10=-1233/13,3-12=-473/242,5-12=-154/720,5-11=-156/722,7-11=-475/243 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 9-0-0,Exterior(2)9-M to 15-0-0,Interior(1)15-M to 21-10-8,Exterior(2)21-10-8 to 24-10-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category ll;Exp B;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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 78 Ib uplift at joint 13 and 78 Ib uplift at joint 10. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and RB02.10.2 and referenced standard ANSI/TPI LOAD CASE(S) Standard pF 6i4S�, JUAN I c-> IES-UT RA STRUCTU 21 GI'M '`C 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 190727748 T01A Common 3 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:43 Page:1 I D:ObaVa H WGZqud8gm IzycpJzyps I n-sxgmDQl_zTtZabBKyVlcb?irwQFBi8OZ_ShtMygkEw _T1016-1-12 12-0-0 [ 17-10-4 [ 24-0-0 1,C�10-8 6-1-12 1 5-10-4 5-10-4 6-1-12 1 5x6 5 3x814 15 12 413 16 10r 4x6 4x6 3 6 0 0 N N 17 1 4x6 4x6 2 7 0 N 1 11 8 18 19 10 20 21 9 22 23 3x6 3x4 6x6 3x6 8-0-9 15-11-7 24-0-0 Scale=1:56 8-0-9 7-10-13 8-0-9 Plate Offsets(X,Y): [2:0-3-0,0-1-12],[9:0-3-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.14 9-10 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.21 9-10 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.04 8 n/a n/a BCLL 0.0' Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:124 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=1420/0-5-8,(min.0-24),11=1527/0-5-8,(min.0-2-6) WEBS 1 Row at midpt 3-11,6-8 Max Horiz 11=209(LC 10) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 8=-61(LC 12),11=-78(LC 11) installed during truss erection,in accordance with Stabilizer Installation guide. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-550/162,3-12=-309/187,34=-1492/196,4-13=-1354/209,13-14=-1331/212,5-14=-1316/231,5-15=-1325/236, 15-16=-1343/216,6-16=-1504/201,7-17=-462/114,2-11=-617/180,7-8=448/125 BOTCHORD 11-18=-127/1229,18-19=-127/1229,10-19=-127/1229,10-20=0/848,20-21=0/848,9-21=0/848,9-22=-31/1130, 22-23=-31/1130,8-23=-31/1130 WEBS 3-11=-1235/14,6-8=-1302/43,3-10=-464/242,5-10=-154/721,5-9=-158/734,6-9=485/245 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 9-0-0,Exterior(2)9-0-0 to 15-0-0,Interior(1)15-M to 20-104,Exterior(2)20-10-4 to 23-104 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between t ottom chord and any other members,with BCDL=10.Opsf. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 78 Ib uplift at joint 11 and 61 Ib uplift at joint 8. F g.,4 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced sta �1n LOAD CASE(S) Standard JUAN I S•UT RA S'TRUcIUr 21 IST A r� ^�SeJNAI� 11 09/06/2019 Job , Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774B T01GE Common Supported Gable 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:43 Page:1 I D:dnZ3LkDbS9lAegMU?CfyoiypsJA-sxq m DQ l_zTtZa bBKyV Icb?iiSwacBIVOZ_ShtMyg kEw 0-1-12 24-M � 10-1 'p-0-0 21-10 4 U-10-6 0-1-12 0-1�-1-22 6, 4x4 8 5x6 5x6 7 9 12 62 3010 10 r 5 11 4 4 N N 4 12 3 13 3x6 3x6 2 14 0 c� 1 15 28 16 3x4 5x6 3x4 2-0-0 22-0-0 [2IL2 Scale=1:57.5 2-0-0 20-0-0 2-0-0 Plate Offsets(X,Y): [7:0-3-0,0-3-0],[9:0-3-0,0-3-0],[20:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.05 Vert(CT) n/a n/a 999 TCDL 15.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.01 16 n/a n/a BCLL 0.0' Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:148 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2 6-0-0 oc bracing:27-28,16-17. REACTIONS All bearings 24-0-0. WEBS T-Brace: 2x4 SPF No.2-8-22,7-23,9-21 (Ib)- Max Horiz 28=215(LC 10) Fasten(2X) T and I braces to narrow edge of web with 10d Max Uplift All uplift 100(lb)or less atjoint(s)16,18,19,20,21,23,24, (0.131'x3")nails,bin o.c.,with 3in minimum end distance. 25,26,28 except 17=-152(LC 12),27=-167(LC 11) Brace must cover 90%of web length. Max Grav All reactions 250(Ib)or less at joint(s)17,18,19,20,24,25, MiTek recommends that Stabilizers and required cross bracing be 26 except 16=296(LC 24),21=351(LC 19),22=257(LC 24), installed during truss erection,in accordance with Stabilizer 23=351(LC 18),27=255(LC 21),28=323(LC 23) Installation guide. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-28=-305/94,14-16=-278/64 WEBS 7-23=-310/83,9-21=-310/82 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Comer(3)-0-10-8 to 2-0-0,Exterior(2)2-0-0 to 9-0-0,Comer(3)9-0-0 to 15-0-0,Exterior(2)15-0-0 to 21-10-8,Comer(3)21-10-8 to 24-10-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 perANSI/TPI 1. 3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category ll;Exp B;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 psi on overhangs non-concurrent with other liv loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. OF M4.�c 8) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wi is fh etween the bottom hQrtl d any other members. = 1g gIR.�AN J. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)28,16,23,24,25, iVj, h� A��t 701 17=152. ' T Ut L + 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced nda hditoq. 13) Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 21 LOAD CASE(S) Standard L 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774B T02 Common 4 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:43 Page:1 ID:Dt RsmNFe6d8EdEOAvc6Vh7ypg7l-sxgmDQl_zTtZabBKyVlcb9iiNwW7BhbOZ_ShtMygkEw 3-6-0 7-0-0 10-6-0 1, 14-0-0 1 3-6-0 3-6-0 3.6-0 13-6-0 6['10-8-1 4x4 3 12 10 r 13 3x4 12 3x4 11 14 102 4 I? m 15 v v m 2x4 2x4 1 5 6 N 9 7 8 3x4 3x8 3x4 7-" 14-0-0 Scale=1:47.3 1 7-0-0 7-" Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.01 8 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.27 Vert(CT) -0.05 7-8 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.01 7 n/a n/a BCLL 0.0' Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:79 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Ri id ceilina directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 7=928/0-3-8,(min.0-1-8),9=819/0-3-8,(min.0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 9=-126(LC 7) installed during truss erection,in accordance with Stabilizer Max Uplift 7=40(LC 12),9=-40(LC 12) 1 Installation guide. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-600/116,11-12=-532/117,3-12=-478/136,3-13=-478/135,13-14=-510/121,4-14=-598/115,5-7=-287/126 BOT CHORD 8-9=-63/436,7-8=-14/410 WEBS 3-8=-96/314,2-9=-701/51,4-7=-696/34 NOTES 1) Wind:ASCE 7-10;Vu1t=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-0-0,Exterior(2)4-0-0 to 10-0-0,Interior(1)10-0-0 to 11-10-8,Exterior(2)11-10-8 to 14-10-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 11;Exp B;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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 40 Ib uplift at joint 9 and 40 Ib uplift at joint 7. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard (0)F V4 JUAN I 14 RALES-UT PA STRUCTU L 4q21t ISTIt SSeJNALE�j ►►t►rn1 09/06/2019 Job Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774B T02GE Common Supported Gable 1 1 ,Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:43 Page:1 ID:Iw_Bgl3fKCakAXe3KBpDvGypg6F-sxgmDQl zTtZabBKyVlcb?ijTwauBkmOZ_ShtMygkEw 1-0-0 _110-8� 7-M 1440-0 11-10-81 0 10-8 6-0-0 740-0 0110-81 1-0-0 4x4 6 12 10 r 21 5 7 22 4 a q �q (3K 9 rA 2 10 1 11 N 20 12 3x4 3-0-0 14-0-0 Scale=1:48.9 3-0-0 11-0-0 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.03 Vert(CT) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.00 12 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:88 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Ri id ceilinq directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS All bearings 14-0-0. installed during truss erection,in accordance with Stabilizer (lb)-Max Horiz 20=-131(LC 9) 1 Installation guide. Max Uplift All uplift 100(lb)or less at joint(s)12,13,14,15,17,20 except 18=-190(LC 11),19=-155(LC 7) Max Grav All reactions 250(lb)or less at joint(s)13,14,20 except 12=251(LC 17),15=301 (LC 19),16=320(LC 24),17=301 (LC 18),18=357(LC 21),19=284(LC 22) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 10-12=-252/78 WEBS 6-16=-279/60,5-17=-260/86,3-19=-258/181,7-15=-261/80 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=S.Opsf;BCDL=5.Opsf;h=24ft;Cat.ll;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Comer(3)-0-10-8 to 2-1-8,Exterior(2)2-1-8 to 4-0-0,Comer(3)4-M to 10-0-0,Exterior(2)10-0-0 to 11-10-8,Comer(3)11-10-8 to 14-10-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 ANSVTPI 1. 3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 11;Exp B;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 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. ��►l 8) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ,�►�� i - ,A 9) Gable studs spaced at 2-0-0 oc. 10) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide Ofit be.. en the bo nd any other members. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)20,12, 17,15,14,17�x2ie t Qt=1b),1.Q�5�1,18= 0�� 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced claANSItIF COP LOAD CASE(S) Standard T ES-UT Uf �� ST 21 rfSTEA H� �SSAJNAI m 11T1�`' 09/06/2019 Job ryTrou Truss Type Qty Ply 92 Emerson Way Northampton,MA 190727748 Valley 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:44 Page:1 ID:irAoOcV FrG6dU3OzRITfN rypg5h-K708Qmlcjn?QCImX W DGr7CErFKt9wBQXoeCEPoygkEv B-3-1 1, 16-2-0 161-2 B-3-1 7-10-15 L I 4x4 3 16 17 2x4 15 18 2x4 co N 2 4 o 19 14 12 10 F- n-n4 - R1 9 nn4 1 5 3x4 2x4 2x4 3x4 3x4 2x4 Scale=1:41.9 16-6-2 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.22 Vert(TL) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0 28 Hodz(TL) 0.00 9 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight 56 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Ri id cellinq directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS All bearings 16-6-2. installed during truss erection,in accordance with Stabilizer (lb)- Max Horiz 1=134(LC 8) Installation guide. Max Uplift All uplift 100(lb)or less at joint(s)1 except 6=-160(LC 12), 9=-158(LC 11) Max Grav All reactions 250(lb)or less at joint(s)1,5 except 6=598(LC 18),8=529(LC 20),9=622(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-8=-378/0,2-9=-489/185,4-6=-481/186 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-0-5 to 3-0-5,Interior(1)3-0-5 to 5-3-6,Exterior(2)5-3-6 to 11-3-6,Interior(1)11-3-6 to 13-1-15,Exterior(2)13-1-15 to 16-1-15 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except(jt=1b)9=157,6=159. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard \�oF A14 JUAN I kAtES-LIT RA ST RUCT U i CIsn $SAAAL 09/06/2019 Job " Truss Truss Type Qty Ply 1 92 Emerson Way Northampton,MA 19072774B V02 Valley 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:44 Page:1 ID:g4wHYESko1 cBOR5CCvOjC7ypg51-K7G8Qmlcjn7QCImXWDGr7CEsbKvYwE1 XoeCEPoygkEv 6-3-1 I 12-2-0 121-21 6-3-1 L 5-10-15 0 21, 4x6 3 13 14 CA T N 2x4 2x4 XXXXIr XXI v 12 2 4 10 F 1'k UB 5 3x4 2x4 2x4 2x4 3x4 12-6-2 Scale=1:36.8 - — Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.07 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.12 Hodz(TL) 0.00 5 n/a n/a BCLL 0.0` Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:40 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Ri id ceilina directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS All bearings 12-6-2. installed during truss erection,in accordance with Stabilizer (lb)- Max Horiz 1=-101(LC 9) 1 Installation guide. Max Uplift All uplift 100(Ib)or less at joint(s)1,5 except 6=-120(LC 12), 8=-123(LC 11) Max Grav All reactions 250(lb)or less at joint(s)1,5 except 6=485(LC 18),7=364(LC 1),8=485(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7=-279/0,2-8=-424/166,4-6=-424/165 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5 except at--lb)8=123,6=120. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard pF V,q��,, a h.. lin� ,DUAN I � F(AtES Uil ren r^ STRUCIUr .L 21 ISTE .ate SS+DNAIE...--' 1 09/06/2019 Job . Truss Truss Type City Ply 92 Emerson Way Northampton,MA 19072774B V03 Valley 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:44 Page:1 ID:PV F8wCQsV6Ec9_MdXnrOaNypg50-K708Qmlcjn?QCImXW DGr7CEriKsmwDVXoeCEPoygkEv 4-3-1 B-2-0 B-62 4-3-1 3-10-15 0-4121 4x4 2 9 10 12 (1` Ti N 10 M F M 0-0.4� 1 131 3 3x4 2x4 3x4 8.6-2 Scale=1:31.6 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.31 Vert(TL) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.15 Hodz(TL) 0.00 3 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MP BCDL 10.0 Weight:25 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 8-6-2 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Ri id cellina directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS (Ib/size) 1=34/8-6-2,(min.0-1-10),3=34/8-6-2,(min.0-1-10), installed during truss erection,in accordance with Stabilizer 4=954/8-6-2,(min.0-1-10) Installation guide. Max Horiz 1=-68(LC 7) Max Uplift 1=-26(LC 18),3=-26(LC 17),4=-92(LC 11) Max Grav 1=81(LC 17),3=81(LC 18),4=954(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-80/332,2-9=-65/410,2-10=-65/410,3-10=-80/332 BOT CHORD 1-4=-255/122,3-4=-255/122 WEBS 2-4=-737/153 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3406-00 tall by 2400-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 26 Ib uplift at joint 1,26 Ib uplift at joint 3 and 92 Ib uplift at joint 4. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard "0 M JUair RAt ES"UTP RA S1RUC1UfL 21 ISTEP ` a� NA�%� 09/06/2019 Job - Truss Truss Type Qty Ply 92 Emerson Way Northampton,MA 19072774B VO4 Valley 1 1 Job Reference(optional) UFP,UFP SE Engineering Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Thu Sep 05 09:46:44 Page:1 I D:Xj7d4rN LRuj Bg N2s Ixm4QXypgSs-K7OBQm Icjn7QCImXW DG r7CEuQKu6wFsXoeCE PoygkEv 4-2-0 2-3-1 4-6 2-3-1 0-4 1-10-15 3x4 2 12 10 1-10-13 1-7-2 �1 ri 1 3 0-0-4, B1 3x4 3x4 4-6-2 Scale=1:28.1 Plate Offsets(X,Y): [2:0-2-8,0-1-8) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.16 Vert(TL) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.00 Hodz(TL) 0.01 3 n/a n/a BCLL 0.0' Code IRC2015ITP12014 Matrix-MP BCDL 10.0 Weight:11 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-2 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Ri id cellina directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=271/4-6-2,(min.0-1-8),3=27114-6-2,(min.0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 1=-34(LC 9) installed during truss erection,in accordance with Stabilizer Max Uplift 1=-13(LC 11),3=-13(LC 12) 1 Installation guide. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-370/42 BOT CHORD 1-3=-27/272 NOTES 1) Wind:ASCE 7-10;Vult=117mph(3-second gust)Vasd=92mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.ll;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 13 Ib uplift at joint 1 and 13 Ib uplift at joint 3. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OF M��^ JUAN J. 7:\ RALES-UT RA LA STRUCI U 21 fSTEa SS+vNAIr/ n�1�r 09/06/2019 c -1, -o D � rn o rn � r D m z � b 0 o z A Fireplace Series with ENDLESS OPPORTUNITIES. *� E but Fireplaces Ascent'30 ..........................................................................4-5 a @mel Ascent-35 ..........................................................................6-7 ; t Ascent 36 ..........................................................................8 9 ;_r r Ascent"Linear 36.............................................................10- 11 AscentX 36....................................................................12- 13 Ascent'42 ......................................................................14- 15 a tat i Ascenf'X 70..... ...........................16- 17 Ascent-Multi-View............................................................18- 19 i� Napoleon's Outstanding Features ......................................20-21 Detailed Specifications & Line Drawings .............................22-23 c The Ascent 30 shown with the Heritage front and MIRRO-FLAME Porcelain Reflective Radiant Panes. 2 ( Cover Photo - Ascent*36 shown with Zen front and MIRRO-FLAME Porcelain Reflective Radiant Panels. FIND YOUR HAPPY (fire)PLACE. Throughout the ages, people have gathered around fires to share in life's greatest joys. There's just something about the glow of flickering flames that makes special moments feel even warmer. A Napoleon fireplace is uniquely designed to brighten the vibe of any room in your house. Napoleon has an incredible range of designer options to fit any vision. A fire not only raises the warmth and ambiance of a room, it can raise the value of your home. A fireplace offers some of the highest returns of any remodeling project. And that should make you feel good all over. And so you can keep enjoying that positive glow for years and years and years to come, every Napoleon fireplace is backed by the President's Limited Lifetime Warranty. M Aw C IA r _ BEST We are proud to be recognized as one of Canada's Best Managed MANAGED Companies and are dedicated to providing quality, home comfort COMPANIES products for over 40 years and counting. 3 Ascenf' X 36 A Multitude of Designer Options Napoleon's Ascent X 36 allows you to transform any space into an inviting and relaxing retreat! With a multitude of designer options you can match -- tlean Face Front Decorative Front-Heritage existing decor or create an eye catching focal point. The Ascent- X 36 boasts the industries most realistic, exclusive PHAZER log set and glowing ember bed. GX36 Up to 26,000 BTU's Top or Rear Vent ' Ceramic Glass 40%flame/heat adjustment 35"w x 34'/,6"h Natural gas or propane Wrought Iron Front Decorative Front-Zen For more detailed specifications on this unit,see page 23 S§PtM i r 2"Trim Kit �+ Options & Accessories i F45&F60 Remote[ontrols On/off with digital screen Bevelled Trim Kit 12 p T I i r � i 9. 4 Y r I The Ascent X 36 shown with Zen Front and MIRRO-FIAME Porcelain Reflective Radiant Panels IL W �7z, MIRRO-FLAME Herringbone Decorative Sandstone Decorative Newport Decorative Brick Complete with Mix-N-Match Alternate Media Enhancement Kits rg*• • Porcelain Reflective Brick Panels Brick Panels Panels Safety Barrier Shore Fire,Beach Fire and Mineral Rock Kit Radiant Panels 13 Outstanding Features of Napoleon's Advanced Technology » 2x . -art r ♦?F w. "Y y�r��ls'..~lf'f�4 .. GUARD ,�_ �'�7fr . •fir.. �_ v _- M a FETY aaoa APPROVED Kim. Advanced Burner Technology Finely Tuned Precision Valves Outstanding Craftsmanship Napoleon's sophisticated burner system offers Surrounded with a protective cast aluminum jacket,the Fine details are designed in every aspect of Napoleon` superior flame technology. Strategically placed precision valves allow for ultimate reliability and 100% fireplaces... individually handcrafted with pride of burner ports create the most realistic YELLOW SAFE GUARD-gas control system. excellence to last a lifetime. DANCING FLAMES' in the industry. ZO�E� Minimum 30% savings on Y1�lrlrig� Safety Screens heating costs with Zone Heating Napoleon', leaders in design & technology Zone Heating means you are heating the rooms that have developed safety screens with aesthetically you use the most with an alternate heat source, like a pleasing designs for every gas appliance to ensure Napoleon heater rated gas fireplace. Zone Heating is the obvious solution for families concerned about ultimate safety and peace of mind for your family. rising fuel costs. 20 Outstanding Features of Napoleon's Direct Vent Technology Direct Vent System Direct Vent Power Venting System 1. Zero clearance to combustible framing* ✓ 2. Forced convection heated room air 3. Radiant heat 4. High Heat Ceramic or Tempered 4-- 4— Glass increases the radiant heat that is dispersed throughout the room. Save up to 30%on energy costs with radiant heat and Zone Heating 5. Cool room air is naturally drawn through the lower opening,circulates around the firebox,and expels into © ----------- ' I the living space as warm air I' 6. Optional air circulating variable speed Q o blower with high temperature bearings increases efficient heating 7. Advanced ceramic burner system • (selected models) B. MIRRO-FLAME-Porcelain Reflective Radiant Panels further increase radiant heat(optional on most models) ! i 9. Advanced burner technology �•- produces the most realistic flames in the industry 12. Efficient heat exchange system 1. Suitable for exhaust products with various 4. Terminates above or below the Fireplace 10. Sealed combustion chamber 13. Combustion air inlet vent diameters to allow more freedom and versatility for direct vent installations 11. Optional rear exhaust(selected models) 14. Flue gas outlet 2. Installation friendly maintenance free durable construction 5. No hoses to terminal 3. Blower mounted outside at terminal with 6. Ability to"snake'either up,down or With over 40 years of research and development,Napoleon'has perfected direct vent WHISPER QUIET-operation inside around objects(ie;behind stairways) technology to offer you a Fireplace,stove or insert that easily fits into your lifestyle. With Napoleon's direct vent technology, you can design and install your fireplace in Napoleon's power venting system allows more freedom and versatility for direct unique locations where it wasn't possible before with traditional masonry fireplaces. vent installations. The option of having the termination above or below the Even your basement can be transformed into a warm, inviting oasis for your family fireplace,along with the ability to"snake'either up or down,allows installation and friends to enjoy. when the desired fireplace location is a great distance away from an outside Whether you are renovating, building or replacing an inefficient fireplace product, wall.The blower that pulls the burned gases from the fireplace is mounted outside Napoleon'helps guide you in the right direction to find the product that's right for you at the terminal which provides WHISPER QUIET`operation inside the home. and your home. Napoleon- Fireplaces are a smart investment that will bring many Available for Select Models years of affordable luxury to you and your family. "See installation manual for details 21 Vf e m o OHeritage Decorative Front 0 0 0 0 0 0 •= (U Zen Decorative Front 0 0 0 - 0 0 0 - - - Vfi •� 2'Trim Kit 0 0 0 0 0 0 - - • _ _ Bevelled Trim Kit 0 0 0 0 0 0 Premium 4-Sided Surround in Brushed Stainless Steel 0 Stylo'Front 0 4-Sided Surround in Contemporary Block 0 wN Clean Face Front 0 0 0 0 OWrought Iron Front 0 0 0 0 • Scalloped Wrought Iron Front 0 Faceplate with Operable Dom 0 Sandstone Decorative Brick Panels 0 0 0 •E Herringbone Decorative Brick Panels 0 0 0 0 Newport Deluxe Decorative Brick Panels 0 0 0 0 0 0 Old Town Red Decorative Brick Panes 0 MIRRO-FLAME Porcelain Reflective Radiant Pones 0 0 0 0 0 0 0 0 0 0 0 Log Ember Bed S S S S S S S Glowing Embers S S S S S Glass Ember Bed S S S S Glass Ember Media Kits(black,blue,red,amber,clear and topaz finishes) 0 0 0 Beach Fire Media Enhancement Kit 0 0 0 0 0 0 0 Shore Fire Media Enhancement Kit 0 0 0 0 0 0 0 Mineral Rock Media Enhancement Kit 0 0 0 0 0 0 0 0 0 Grey or Multi-Colored Rivet Rock Kit 0 0 Designer Fire Art-Metal Coil 0 Designer Fire Art•Nickel Stix 0 On/off Remote Control with Digital Screen 0 0 0 0 0 0 0 0 0 0 Modulating Remote Control with Digital Screen S 0 0 0 0 Blower Kit with Variable Speed and Thermostatic Control 0 0 0 0 0 S Flame/Heat Adjustment S S S S S S S Safety Barrier Approved Safety Screen S S S S S S S S S S S Prewired for Wall Switch S S S S S S S-Stand 0-Optional 22 Ascent 30, 35, 36, L36, X36, 42 & X70 B35 F v Bt36 B30 I • B42 B36 ) GX70 GX36 F C G N- H 1 B r.• B - Q D N Product Code A B C D E F G H I J Nf (Rea Vent) Ascent 30-630 34 3/e" 1 i5/16 7'/,6" 14" 24'/,6" 12'/a" 8 5/e" 30" 4" 7" Ascent 35-B35 34%- 1 15/,6" 7 3/36' 18 5/,6' N/A 11'3/6" 11 5/16" 35" S" 8" 'w Ascent 36-B36 34 5/e" 1 15/16" 7 3/,6° 15 3/4" 24" 15 3/e" 9'716" 35" 4" 7" Ascent Linear 36-B136 34'/2" 9 3/6" 6 3/e" 16y.- N/A 15 37e" 9" 351/e" 4" 7" Ascent X 36-GX36 34%' 1 15/16" 7 3/,6 15 3/4' 24' 15 3/e' 9'/,6" 35' 4" 1" n Ascent 42-B42 34%' 1 15/16" 7 3/,6' 18 5/16" N/A 18%' 11 5/16' 42" 5" 8" rt� Ascent 70-GX70 34 5/e" 1 15/16" 13/,6' 18 5/,6 N/A 11 13/16" 11 5/,6" 35" 5" 8" n BTU's(Input) Glass Glass Size Glass Area Efficiencies Mobile Home Product Code Venting Blower O Natural Gas Propane Type Height Width (sq.tn.) EnerGuide AFUE Certified Ascent 30-B30 15,000 15,000 Top/Rear(4"x 7") Tempered 23'%,6" 2511/16" 609 68.9% 72.5'r Optional Yes Ascent 35-635 20,000 20,000 Top(5"x 8") Tempered 23"/,6" 3011/16" 727 56.V° 63.5% Optional Yes Ascent 36-B36 18,000 18,000 Top/Rear(4"x 7") Tempered 23 17,6" 30'y,6" 727 75.4% 76.3% Optional Yes Ascent linear 36-B136 16,000 16,000 Top(4'x 7") Tempered 1 161/4' 301/4' 515 65.65% N/A Opfional Yes Ascent X 36-GX36 26,000 26,000 Top/Rear(4"x 7") Ceramic 23"/,6" 30"/,6" 727 70.1'36 73.8" Optional Yes Ascent 42-B42 22,000 22,000 Top/Rear(4"x 7") Tempered 23"/16" 37'y,6" 893 73.3% N/A Optional Yes AscentX 70-GX70 35,000 32,000 Top(5'x 8") Ceramic 23"/,6" 30"/,6" 727 75°3 N/A Standard Yes See Thru Model Illustrated Peninsula Model Illustrated Ascent Multl-VieW BHD4ST/BHD4STG/BHD4STFC Ascent"Multi-View BHD4P/BHD4PG/BHD4PFC rFF j FF j T 5DE ars SOr LF SAFETY BARRIER� W[ilf ,EFT B SAFETY BARRIER B �� G G G A H �E�cmu, I A i�r D H IIIIST-T-ID m,n11- -TRATEI Product Code A B C D E F G H I 1 BHD4ST/BHD4STG/BHD4STFC 4S' 341/v° 38'/4" 79/,6" 8" 5" 2'/,6" 79/16" 25'/e" 1213/,6" BHD4P/BHD4PG/BHD4PF( 431/4" 34'/,6" 38'/a" 7 9/.6" 8" S" 2'/,6" 7 9/16" 25 Y,," N/A Product Code BTU's(Input) Venting Glass Glass Size Glass Area Efficiencies Blower Mobile Home 5"x 8" Type (sq.in.) Certified Natural Gas Propane Height(End) Height(Face) Width(End) Width(Face) EnerGuide AFUE Steady State BHD4ST/BHD4STG/BHD4STFC 30,000 30,000 45' Tempered N/A 281/2' N/A 351/2' 2024 67.9;, 66.98% 69.3°1 No Yes BHD4P/BHD4PG/BHD4PFC 30,000 30,000 45' Tempered 271/" 28'h' 17" 35'/," 1 2485 1 67.9'1 66.98% 69.316 No Yes 23 NAPOLEON CELEBRATING OVER 40 YEARS OF HOME COMFORT PRODUCTS r r *.�M WN 1 Authorized Dealer 24 Napoleon Road,Barrie,Ontario,Canada L4M OG8 103 Miller Drive,Crittenden,Kentucky,USA 41030 CumifM 7200 Trans Canada Highway,Montreal,Quebec,Canada H4T 1A3 ENERQUIDE Look for Un EnwGulde Tel: 705-721-1212 Fax: 705-722-6031O EN� Gas Fireplace Energy napoleonfireplaces.com rMa R c US Efficiency Raffnp In this brochure dntercek er.a a,can r�.raa Consult your owner's manual for complete installation instructions and proper clearances to combustible materials.Check all local and national building codes and gas regulations.All specifications are subject to change without prior notice due to on-going product improvements.Products may not be exactly as shown.Flame height and activity is influenced by varying vent configurations and may not appear as shown.Napoleon'is a registered trademark of Wolf Steel Ltd.O Wolf Steel Ltd.EnerGuide-A Canadian efficiency standard based on frequent,short start-up and cool-down cycles.All appliances Printed in Canada sold in Canada are subject to this EnerGuide rating system.AFUE-A US efficiency standard(Department of Energy)based on extended on/off cycles,more typical of fireplace usage.Steady State-Reflects ADBR999 01/2016 the highest possible overall heating efficiency.Product images may vary due to safety barrier regulations coming into effect January 2015.