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SOLAR PERMIT Dear Town Inspections Officials, Please see our enclosed applications to permit a Solar Photovoltaic System in your jurisdiction. As you are likely aware, PV Squared is a worker-owned-cooperative B-Corp, employing 40+ people in Greenfield. We have installed thousands of PV Systems out of our Greenfield, MA Headquarters since 2002. PV Squared is committed to complying with all Commonwealth laws and regulations. Our worksite guidelines are created with the intention of exceeding all safety, electrical, and building requirements as defined by their respective jurisdictional entities. This includes the work of people from multiple disciplines, including electrical engineering, structural engineering, civil engineering, electricians, construction supervisors, roofers, and their associated helpers. We are a company that values training and education. We make certain that every individual is qualified for the roles and responsibilities that they assume. It is our policy to pay for the employees travel and training time and cost of the education, including CSL and Journeyman and Master Electrician classes. As an electrical contractor we are furthermore guided by the January 30, 2009 Massachusetts Board of State Examiners of Electricians (BSEE) judgements, and rulings that have followed. We pay strict adherence to these mandates and all electrical work is conducted by an electrician and an electrician’s apprentice in a 1:1 ratio. We also understand that non-electrical tasks associated with a Solar installation can be completed by non-electrical workers, such as CSLs and others. I have attached our installation policy for your review, as well as a list of example non-electrical tasks. Should you have any questions or concerns regarding this policy or delineation of work, please let us know. We are a learning organization that is always trying to improve on what we do. Respectfully, Maya Fulford Installation Manager City of Northampton Building Department 212 Main Street Room 100 Northampton, MA 01060 phone 413-587-1240 Fax 413-587-1272 Department use only Status of Permit: Curb Cut/Driveway Permit ____________________ Sewer/Septic Availability______________________ Water/Well Availability________________________ Two Sets of Structural Plans___________________ Plot/Site Plans_____________ Other Specify__________ APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION 1.1 Property Address: This section to be completed by office Map _______________ Lot __________________Unit_________ Zone ________________ Overlay District______________ Elm St. District__________________ CB District______________ SECTION 2 - PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: ______________________________________________________ Name (Print) _____________________________________________________ Signature _____________________________________________________ Current Mailing Address: ______________________________________________________ Telephone 2.2 Authorized Agent: ______________________________________________________ Name (Print) ______________________________________________________ Signature ______________________________________________________ Current Mailing Address: ______________________________________________________ Telephone SECTION 3 - ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be completed by permit applicant Official Use Only 1. Building (a) Building Permit Fee 2. Electrical (b) Estimated Total Cost of Construction from (6) 3. Plumbing Building Permit Fee 4. Mechanical (HVAC) 5. Fire Protection 6. Total = (1 + 2 + 3 + 4 + 5)Check Number This Section For Official Use Only Building Permit Number:_______________________________ Date Issued:______________________________________________ Signature: ______________________________________________ Building Commissioner/Inspector of Buildings _______________________________ Date _______________________________________________________________@ ____________ EMAIL ADDRESS (REQUIRED; EITHER HOMEOWNER OR CONTRACTOR) 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 Setbacks Front Side Rear L:______ R:______ L:______ R:______ Building Height Bldg. Square Footage % Open Space Footage (Lot area minus bldg & paved parking) % # of Parking Spaces Fill: (volume & Location) A.Has a Special Permit/Variance/Finding ever been issued for/on the site? NO DON'T KNOW YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO DON'T KNOW YES IF YES: enter Book Page and/or Document # B. Does the site contain a brook, body of water or wetlands? NO DON'T KNOW YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained , Date Issued: C.Do any signs exist on the property? YES NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES NO IF YES, describe size, type and location: E. Will the construction activity disturb (clearing, grading, excavation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES NO IF YES, then a Northampton Storm Water Management Permit from the DPW is required. SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable) New House Addition Replacement Windows 0r Doors Alteration(s) Roofing Accessory Bldg. Demolition New Signs [ ] Decks [ ] Siding [ ] Other [ ] _________________________________________________________________ Brief Description of Proposed Work:________________________________________________________________________________________ Alteration of existing bedroom ______Yes ______ No Adding new bedroom _______ Yes _______ No Attached Narrative Renovating unfinished basement _______ Yes _______No Plans Attached Roll - Sheet 6a. If New house and or addition to existing housing, complete the following: a.Use of building : One Family _________ Two Family _________ Other __________ b.Number of rooms in each family unit:______________ Number of Bathrooms_____________ c. Is there a garage attached? _________ d.Proposed Square footage of new construction._____________________ Dimensions __________________________________ e.Number of stories? ________________________________ f.Method of heating? ________________________________ Fireplaces or Woodstoves ___________ Number of each ______ g.Energy Conservation Compliance. _____________________ Masscheck Energy Compliance form attached? _______________ h.Type of construction _______________ i.Is construction within 100 ft. of wetlands? ______ Yes ______ No. Is construction within 100 yr. floodplain ______Yes _____No j.Depth of basement or cellar floor below finished grade __________________________ k.Will building conform to the Building and Zoning regulations? ________ Yes _______ No . l.Septic Tank _____ City Sewer _______ Private well _______ City water Supply _______ SECTION 7a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, _______________________________________________________________________________________, as Owner of the subject property hereby authorize ________________________________________________________________________________________________ to act on my behalf, in all matters relative to work authorized by this building permit application. ______________________________________________________________________________________________________________ Signature of Owner Date I, _______________________________________________________________________________________, as Owner/Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury. ______________________________________________________________________________________________________________ Print Name ______________________________________________________________________________________________________________ Signature of Owner/Agent Date SECTION 8 - CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Name of License Holder :___________________________________________________________ ___________________________________________________________________________ Address ___________________________________________________________________________ Signature Telephone Not Applicable ! _____________________________________ License Number _____________________________________ Expiration Date 9. Registered Home Improvement Contractor: __________________________________________________________________________ Company Name __________________________________________________________________________ Address _________________________________________________Telephone_________________ _ Not Applicable ! _________________________________ Registration Number _________________________________ Expiration Date 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...... ! The Commonwealth of Massachusetts Department of Industrial Accidents 1 Congress Street, Suite 100 Boston, MA 02114-2017 www.mass.gov/dia Workers’ Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information Please Print Legibly Name (Business/Organization/Individual):______________________________________________________ Address:__________________________________________________________________________ City/State/Zip:_____________________________ Phone #:________________________________ *Any applicant that checks box #1 must also fill out the section below showing their workers’ compensation policy information. †Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. ‡Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees, they must provide their workers’ comp. policy number. I am an employer that is providing workers’ compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name:____________________________________________________________________________ Policy # or Self-ins. Lic. #:__________________________________________ Expiration Date:____________________ Job Site Address: City/State/Zip:______________________ 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. I do hereby certify under the pains and penalties of perjury that the information provided above is true and correct. Signature: Date: Phone #: 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 #:_________________________________ Type of project (required): 7. New construction 8. Remodeling 9. Demolition 10 Building addition 11. Electrical repairs or additions 12. Plumbing repairs or additions 13. Roof repairs 14. Other____________________ 1. I am a employer with _________employees (full and/or part-time).* 2. I am a sole proprietor or partnership and have no employees working for me in any capacity. [No workers’ comp. insurance required.] 3. I am a homeowner doing all work myself. [No workers’ comp. insurance required.] † 4. I am a homeowner and will be hiring contractors to conduct all work on my property. I will ensure that all contractors either have workers’ compensation insurance or are sole proprietors with no employees. 5. I am a general contractor and I have hired the sub-contractors listed on the attached sheet. These sub-contractors have employees and have workers’ comp. insurance.‡ 6. We are a corporation and its officers have exercised their right of exemption per MGL c. 152, §1(4), and we have no employees. [No workers’ comp. insurance required.] Are you an employer? Check the appropriate box: reby certrtrtrtttttttttttrttrtrtrtrtttttttrttrttttrttttrttrttttttrtttttrttrttttttrttrttrttttttrtrttrtrtttttttttrtrttrttrtrttttrrttttrtrrtrtrttttrrtrrrttrtttrttrtrttrrrtifififiifififififififififififififififififififififififififiifififififififififififififiififififififiififififififififiiififififffffffffffifffifffffiffffffifffiffifffffffiffffffffffffffifffffffffffffffffffffffffffffffffffffy yyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyy unununununununununununnununnunununununuunnununuuununnunuunuunununuununununuuuuuunnununnunuuuunnunuuuunnunuunuunununuuununununuuuununnnnuuuuunuuuunnnuuuunuuununuuununnnuuuunuunnuununnunnnnunnuuunnnnnunnnunnnnnndedededdeddddedededdededededdeddddedededededdeddedddeddedededededdddededeeddddddededededededddeddddddddddedddededdddededdeddddeddddddddddddddddddddddddddddeddddddeddeedeeedeeeedeeeedeeeeeeer thhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhe pappppppppppppppppppppappppppppappppppppppppppppppppppppppppppppppppppppppppppppppppppppppppappppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppppinininininnnnninininnininnnnninnnninninnnnnnnnnnninnnininnnnnnnnnnninnnnnnnnnnnninnnnnnnniinninninniiinnis sssss anaaaaaaad penalties of pe urrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrre:e:e:e::e:e::::::e::e::e:e:::ee:e:::e:eeeee:::e:e:eeeee:e:e:eeeeeeeeeeee:eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee #: ge verification. i l lllll Dtit i thi t b Pioneer Valley PhotoVoltaics Cooperative Inc. DBA PV Squared Solar 311 Wells Street, SuiteB Greenfield MA 01301 413-772-8788 ✔48 ✔Solar PV Continental Indemnity/AUW 37-592871-01-03 01/01/2021 226 EMERSON WAY FLORENCE, MA 01062 8/19/2020 413-772-8788 12/27/2019 Webber & Grinnell 8 North King Street Northampton MA 01060 Linda Powers, CRIS (413) 586-0111 (413) 586-6481 lpowers@webberandgrinnell.com Pioneer Valley PhotoVoltaics Cooperative, Inc. Attn: Kim Pinkham 311 Wells Street, Suite B Greenfield MA 01301 Ohio Casualty/Liberty 24074 Ohio Security/Liberty 24082 Continental Indemnity/AUW Master Exp 1-2021 A BKS57072282 01/01/2020 01/01/2021 1,000,000 300,000 5,000 1,000,000 2,000,000 2,000,000 B $1K coll $1K comp BAS57072282 01/01/2020 01/01/2021 1,000,000 Underinsured motorist BI split limit 300,000 A USO57072282 01/01/2020 01/01/2021 3,000,000 3,000,000 C N 37-592871-01-03 (Ma & NY)01/01/2020 01/01/2021 1,000,000 1,000,000 1,000,000 A Commercial Property BKS57072282 01/01/2020 01/01/2021 Business Pers Property $1,750,000 Installation $25,000 Transportation $75,000 Worker's compensation ncludes Ma and NY Evidence of Insurance SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. INSURER(S) AFFORDING COVERAGE INSURER F : INSURER E : INSURER D : INSURER C : INSURER B : INSURER A : NAIC # NAME:CONTACT (A/C, No):FAX E-MAILADDRESS: PRODUCER (A/C, No, Ext):PHONE INSURED REVISION NUMBER:CERTIFICATE NUMBER:COVERAGES 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). 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. OTHER: (Per accident) (Ea accident) $ $ N / A SUBR WVD ADDL INSD 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 CONTRACT OR 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. $ $ $ $PROPERTY DAMAGE BODILY INJURY (Per accident) BODILY INJURY (Per person) COMBINED SINGLE LIMIT AUTOS ONLY AUTOSAUTOS ONLY NON-OWNED SCHEDULEDOWNED ANY AUTO AUTOMOBILE LIABILITY Y / N WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OFFICER/MEMBER EXCLUDED?(Mandatory in NH) DESCRIPTION OF OPERATIONS belowIf yes, describe under ANY PROPRIETOR/PARTNER/EXECUTIVE $ $ $ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEE E.L. EACH ACCIDENT EROTH-STATUTEPER LIMITS(MM/DD/YYYY)POLICY EXP(MM/DD/YYYY)POLICY EFFPOLICY NUMBERTYPE OF INSURANCELTRINSR DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) EXCESS LIAB UMBRELLA LIAB $EACH OCCURRENCE $AGGREGATE $ OCCUR CLAIMS-MADE DED RETENTION $ $PRODUCTS - COMP/OP AGG $GENERAL AGGREGATE $PERSONAL & ADV INJURY $MED EXP (Any one person) $EACH OCCURRENCEDAMAGE TO RENTED $PREMISES (Ea occurrence) COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO-JECT LOC CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIREDAUTOS ONLY SOLAR INDIVIDUAL PERMIT PACKAGE HOROWITZ RESIDENCE226 EMERSON WAYFLORENCE, MA 01062COVER PAGEPV-G.0NOT TO SCALEHOROWITZ RESIDENCE 226 EMERSON WAY FLORENCE, MA 01062 14.97 kW DCROOF MOUNTED PHOTOVOLTAIC SYSTEMSHEET INDEXPV-G.0COVER PAGEPV-A.1ARRAY LAYOUTPV-E.1LINE DIAGRAMPV-E.2ELECTRICAL CALCSPV-P.1PLACARDSPV-P.2PLACARDSvicinity mapNCONTACT:MATT VALLIEREMATTV@PVSQUARED.COOP(413) 992-7252site mapNSYSTEM·41 MODULES·14.97 KWMODULES·REC·REC365AAINVERTER(S)·SOLAREDGE·SE10000H-USNAMASTE DESIGNER:TODDHAMMERBACHERAUTHORITY HAVING JURISDICTIONBUILDING AUTHORITYBUIDLING:KEVIN ROSS - ELECTRIC:ROGER MALOCODE REFERENCENEC 2020ELECTRICAL UTILITY COMPANYNGRIDDESIGN CRITERIADESIGN WIND LOAD113 MPHDESIGN ROOF SNOW LOAD50 PSFEXPOSURE CATEGORYCHIGH TEMP (ASHRAE 2% HIGH)29°CLOW TEMP (ASHRAE EXTREME LOW)-20°CROOF TYPEASPHALT SHINGLEPHOTOVOLTAIC SYSTEM DETAILSMODULE RATING (STC, DC)365W (41 PCS)INVERTERSOLAREDGE SE10000H-USRACKING SYSTEMIRONRIDGE XR100 W/ QUICKFOOT BASESDATA ACQUISITIONWIFI MONITORING6707 winchester circle, boulder, co 80301888 federal blvd, denver, co 80204www.namastesolar.com - 303.447.0300DESIGNER CONTRACTOR311 Wells Street, Su ite B, Greenfield, MA 01301pvsquared.coop · 413.772.8788PHONE:RICK.LEWIS.LAST@GMAIL.COME-MAIL:(413) 265-3425 ROOF TYPE: ASPHALT SHINGLEATTACHMENT AND RACKING TYPE:IRONRIDGE XR100 W/ QUICKFOOT BASESPV ARRAY = 771 SQUARE FEETMAX ATTACHMENT SPAN = 48"MAX CANTILEVER = 19.2"ATTACHMENTS SHALL BE STAGGEREDSO THE LOAD IS DISTRIBUTED EVENLYTO RAFTERS UNDERNEATH THE ARRAY.ROOF CONSTRUCTIONNARRAYLAYOUTPV-A.1NOT TO SCALEMOD QTY41TILT37°AZIMUTH200°ARRAY INFORMATIONSTRING 313STRING 115STRING CONFIGURATIONstring size does not varySTRINGSQTYSTRING 213SYSTEM·41 MODULES·14.97 KWMODULES·REC·REC365AAINVERTER(S)·SOLAREDGE·SE10000H-USNAMASTE DESIGNER:TODDHAMMERBACHERMODULE MODEL: REC365AAMODULE DIMENSIONS: 67.75" X 40"CLAMP BETWEEN:8.2" - 24.2" ON THE LONG SIDE4" - 9.8" ON THE SHORT SIDESOLAR INDIVIDUAL PERMIT PACKAGE HOROWITZ RESIDENCE 226 EMERSON WAY FLORENCE, MA 01062 6707 winchester circle, boulder, co 80301888 federal blvd, denver, co 80204www.namastesolar.com - 303.447.0300DESIGNER CONTRACTOR311 Wells Street, Suite B, Greenfield, MA 01301pvsquared.coop · 413.772.8788CONTACT:MATT VALLIEREMATTV@PVSQUARED.COOP(413) 992-7252DESIGN INPUTS - ROOF DIMENSIONS FROM TRUSS PLAN CONFIRMED ON SITE MODULE CLAMP ZONES40"67.75"8.2"23.8"4"9.8"SOUTH WEST FACING ROOFRAFTERS @ 24" O.C.RAILATTACHMENTSinvINVERTER - INTERIORacPV AC DISCONNECT - INTERIORmMETER/MAIN DISCONNECT - EXTERIORacFUSED PV AC DISCONNECT - EXTERIORpv-mUTILITY PRODUCTION METER - EXTERIOR Truss Connector Total ListManuf Product QtyUSP HUS26 2Non-Proprietary NAILED 18ConventionalFramedBBO1BBO90102BBO4T01GET01AT01AT01AT02SGET03T04T05T06T07T08T09T09T12T13T14T15T16T18AT18T18T18SGEG17J01GT20AT20AT20AT20GECJ01PB01PB02PB03PB02PB01HUS26HUS26NAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDNAILEDT10(5)J01(9)M21(10)40' 0" 7' 6"48' 6"12' 0"18' 0"21' 0"51' 0"17' 0"34' 0"51' 0"4' 6"12' 0" 22' 0" 26' 6"2' 0" 4' 6"3' 0" 4' 6"6' 6"7' 6"30' 6"15' 3"52' 0" 4' 11 1/4"1' 11 1/4"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 11 1/4"2' 0" 2' 0" 2' 0" 2' 0" 2' 5 1/4"2' 5 1/4"2' 0"Roof Area 3326.5 ft²Sheathing Count* 114 sheetsOverhang Lines 150.5 ftRaked Lines 111.21 ftRidge Lines 73.5 ftHip Lines 65.67 ftValley Lines 76.89 ftTHIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to beincorporated into the building design at the specificationof the building designer. See individual design sheets for eachtruss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracingof the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams,walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing ofwood trusses" available from the Truss Plate Institute, 583D'Onifrio Drive; Madison, WI 53179. It is the responsiblility of theGeneral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans,loading conditions, and use. If they do not, it is the responsiblility of the General Contractor/Superintendent to provideprints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible forprint/planchanges by others after final approval ofshop drawings, norwill they be responsible for errors or modifications made on-siteduring construction. DO NOT CUT, NOTCH, DRILL, OR OTHERWISE"REPAIR" MANUFACTURED TRUSSES IN ANY WAYWITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOTBE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR "CHARGE BACKS"DONE WITHOUT PRIOR WRITTENAUTHORIZATION FROM UFPHorowitz & Last / SunwoodLot 38 Emerson Way5/27/20 By: BRTFor Approval20050257BRAThe following information is anapproximate and NOT guaranteedPossible wall plate crushing issues.See individual truss drawings for details.*Sheating count is an approximateand NOT guaranteedPO Box 945 / 155 Bay RoadBelchertown, MA 01007PH: 413-323-7247FX: 413-323-5780Left End ofTruss SymbolLeft End of Truss SymbolF09*Note; To be used with truss drawings / Wood trussdoes not have symbol on it.Left End of Truss Symbol 812 =6x10 =3x6 =3x6 =5x6 =3x6 =6x8 =4x8 =5x6 =3x8 =3x8 =4x6 =4x6 =3x8 =8x8 =6x8 =8x8 =6x10 =6x8 =4x10 =4x6 =8x8 1 19 61 35 34 33 3231 30 29 28 27 26 25 24 23 22 21 20 2 18 4436 14 15 60 39 13 54 4337 51 59175855 38 4240 563 57 41 4 125211 1653510679 8 T2 T1 T3 T4 T5 T6 T7 B1 B4B3B2 W1 W2 W3 W4 W5W6 W7W5 W8 W9 W10 HW1 HW1 ST5 ST6 ST3 ST4 ST1 ST2 ST7 ST8 ST9 ST10 ST11 ST12 ST13 ST14 ST15 1-00-00 -1-00-00 1-00-00 52-00-00 3-05-04 31-11-10 5-03-01 51-00-00 5-02-15 45-08-15 5-09-00 21-00-00 7-06-06 28-06-06 7-07-09 7-07-09 7-07-07 15-03-00 8-06-06 40-06-00 1-10-02 30-02-12 1-10-10 32-01-06 8-04-1040-06-00 10-06-0051-00-0013-01-1028-04-1015-03-0015-03-0011-04-101-00-002-03-122-03-125-08-048-00-003-02-0011-02-00Scale = 1:91.3 Plate Offsets (X, Y):[15:4-12,4-00], [18:Edge,3-09], [23:3-08,5-00], [24:3-08,4-12] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL)-0.19 34 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.84 Vert(CT)-0.27 34 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.67 Horz(CT)0.07 18 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 345 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 *Except* T6:2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2 Right: 2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 14-15. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 15-21 JOINTS 1 Brace at Jt(s): 36, 37, 38, 39, 40, 42, 43 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1858/5-08, (min. 3-04), 18=1300/5-08, (min. 2-10), 23=3162/5-08, (req. 5-14) Max Horiz 2=217 (LC 10) Max Uplift 2=-109 (LC 11), 18=-120 (LC 12), 23=-29 (LC 11) Max Grav 2=2077 (LC 38), 18=1390 (LC 32), 23=3732 (LC 34) 14 14FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-51=-2796/156, 3-51=-2448/176, 3-4=-2012/136, 4-52=-1674/155, 5-52=-1605/163, 5-6=-1694/195, 6-7=-1621/200, 7-8=-1574/230, 8-9=-1566/232, 9-10=-1651/201, 10-53=-1694/178, 11-53=-1730/172, 11-12=-1805/169, 12-13=-1871/122, 13-14=-1618/20, 14-15=-127/698, 15-54=-1460/95, 54-55=-1188/107, 55-56=-1173/112,16-56=-1150/135, 16-57=-1176/159, 57-58=-1426/143, 17-58=-1461/129, 17-59=-1794/180, 59-60=-1960/168,18-60=-2137/157 BOT CHORD 2-61=-181/2169, 35-61=-155/2169, 34-35=-155/2169, 33-34=-155/2169, 32-33=-155/2169, 31-32=-4/1897, 30-31=-4/1897, 29-30=-4/1897, 28-29=-4/1897, 27-28=-4/1897, 26-27=-4/1897, 25-26=-4/1897, 24-25=-4/1897, 23-24=0/1223, 22-23=0/1058, 21-22=0/1060, 20-21=-61/1631, 18-20=-61/1631 WEBS 3-38=-952/202, 37-38=-980/194, 36-37=-1001/202, 32-36=-1017/207, 8-32=-168/1142, 32-39=-930/156, 39-40=-916/151, 12-40=-908/152, 12-41=-404/69, 41-42=-830/46, 42-43=-699/39, 43-44=-743/38, 24-44=-764/47, 14-24=-143/1529, 14-23=-3094/144, 15-23=-2187/206, 15-21=-185/268, 16-21=0/581, 17-21=-800/143, 5-37=-391/55, 34-37=-353/40, 4-38=0/341, 35-38=0/409, 28-41=0/344, 13-44=-667/163, 25-44=-635/148 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 10-1-13, Exterior (2) 10-1-13 to 20-4-3, Interior (1) 20-4-3 to 35-4-13, Exterior (2) 35-4-13 to 45-7-3, Interior (1) 45-7-3 to 46-10-13, Exterior (2) 46-10-13 to 52-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions 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)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T02SGE 1 120050257BRARoof Special Structural Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:NfePtaepu3lOWBn?XaG7uXzCHpM-DldyaLCVeUMH9vRI3c5xYjfZRiOlQYN64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 9)* 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 by2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10)WARNING: Required bearing size at joint(s) 23 greater than input bearing size. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 2, 29 lb uplift atjoint 23 and 120 lb uplift at joint 18. 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T02SGE 1 120050257BRARoof Special Structural Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 2 ID:NfePtaepu3lOWBn?XaG7uXzCHpM-DldyaLCVeUMH9vRI3c5xYjfZRiOlQYN64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =6x10 =2x4 =4x4 =5x10 =6x8 =4x6 =4x4 =5x6 =8x8 =6x8 =4x6 =6x10 =2x4 =4x6 =6x8 =4x8 =2x4 =8x8 1 12 39 40 20 41 19 42 18 17 16 15 14 134344 2 11 3887273710363332343356 28 31 942930 5 T2 T1 T3 T4 T5 T6 B1 B1B3B2 W5 W6 W7 W8 W6 W9 W10 W11 W1 W2 W3 W4 HW1 HW1 1-00-00 -1-00-00 1-00-00 52-00-00 5-05-04 32-11-10 5-03-01 51-00-00 5-02-15 45-08-15 6-01-11 27-06-06 6-01-11 21-04-11 7-06-06 40-06-00 7-07-09 7-07-09 7-07-07 15-03-00 2-10-10 33-01-06 2-11-14 30-02-12 7-04-10 40-06-00 8-06-05 27-02-14 8-09-13 18-08-09 9-10-12 9-10-12 10-06-00 51-00-0011-04-101-00-002-11-122-11-125-00-048-00-003-02-0011-02-00Scale = 1:91.3 Plate Offsets (X, Y):[8:4-12,4-00], [11:Edge,3-03], [17:4-00,4-08] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL)-0.12 18-20 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.19 18-20 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.78 Horz(CT)0.06 11 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 293 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 *Except* T2:2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2Right: 2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (10-0-0 max.): 7-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16,13-15. WEBS 1 Row at midpt 6-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1798/5-08, (min. 3-03), 11=1178/5-08, (min. 2-08), 16=3343/5-08, (req. 5-13) Max Horiz 2=-217 (LC 9) Max Uplift 2=-109 (LC 11), 11=-115 (LC 12), 16=-243 (LC 12) Max Grav 2=1869 (LC 3), 11=1584 (LC 42), 16=3715 (LC 34) 16 16FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-2713/154, 3-27=-2359/176, 3-28=-2492/225, 4-28=-2197/228, 4-29=-2119/232, 5-29=-2087/254, 5-30=-1711/226, 30-31=-1775/207, 6-31=-2034/194, 6-32=-1054/84, 7-32=-1260/65, 7-8=-121/1497, 8-33=-1192/104, 33-34=-1009/111, 9-34=-1001/132, 9-35=-1012/150, 35-36=-1268/134, 10-36=-1303/120, 10-37=-1649/174, 37-38=-1820/162, 11-38=-2013/149 BOT CHORD 2-39=-179/2105, 39-40=-160/2105, 20-40=-160/2105, 20-41=0/1239, 19-41=0/1239, 19-42=0/1239, 18-42=0/1239,18-43=-14/1684, 43-44=-14/1684, 17-44=-14/1684, 16-17=0/795, 15-16=-287/487, 14-15=-283/489, 13-14=-283/489,11-13=-58/1515 WEBS 6-17=-1277/86, 7-17=0/1020, 7-16=-3038/142, 8-16=-2174/212, 8-13=0/654, 9-13=0/439, 10-13=-825/152, 3-20=-938/247, 5-20=-156/1109, 5-18=-91/894, 6-18=-648/190 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 10-1-13, Exterior (2) 10-1-13 to 20-4-3, Interior (1) 20-4-3 to 35-4-13, Exterior (2) 35-4-13 to 45-7-3, Interior (1) 45-7-3 to 46-10-13, Exterior (2) 46-10-13 to 52-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;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)Provide adequate drainage to prevent water ponding. 6)* 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, with BCDL = 10.0psf. 7)WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 8)Solid blocking is required on both sides of the truss at joint(s), 11. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 2, 243 lb uplift at joint 16 and 115 lb uplift at joint 11. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 andreferenced standard ANSI/TPI 1. Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T03 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:qAwx?VCI6uFuE65T6GXXg1zCHjT-DldyaLCVeUMH9vRI3c5xYjfUHiROQWg64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T03 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 2 ID:qAwx?VCI6uFuE65T6GXXg1zCHjT-DldyaLCVeUMH9vRI3c5xYjfUHiROQWg64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =8x8 =2x4 =4x6 =5x10 =4x6 =6x8 =4x4 =4x4 =8x8 =8x8 =4x6 =8x8 =2x4 =4x6 =5x6 =4x8 =2x4 =4x10 1 12 41 42 20 43 19 44 18 45 46 17 16 15 14 13 2 11 40 27 398337103438 353 373632628319429 30 5 T2 T1 T3 T4 T5 T6 B1 B2 B2 B3 W5 W6 W7 W8 W6 W9 W10 W11 W1 W2 W3 W4 HW1 HW1 1-00-00 -1-00-00 1-00-00 52-00-00 5-04-14 26-00-12 5-03-01 51-00-00 5-02-15 45-08-15 5-04-14 20-07-14 6-00-12 40-06-00 8-04-08 34-05-04 7-07-09 7-07-09 7-07-07 15-03-00 4-03-12 30-02-12 4-04-04 34-07-00 5-11-00 40-06-00 8-02-03 25-11-00 8-03-15 17-08-13 9-04-14 9-04-14 10-06-00 51-00-0011-04-101-00-001-133-09-113-09-111-133-11-084-00-088-00-003-02-0011-02-00Scale = 1:91.9 Plate Offsets (X, Y):[2:Edge,3-09], [7:3-12,4-08], [8:2-12,4-12], [17:3-08,4-08] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL)-0.11 18-20 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.61 Vert(CT)-0.17 18-20 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.62 Horz(CT)0.05 11 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 298 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 *Except* T2,T4:2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2Right: 2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 7-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:6-0-0 oc bracing: 15-16,13-15. WEBS 1 Row at midpt 6-17, 7-16, 8-16 MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide. REACTIONS (lb/size)2=1749/5-08, (min. 3-02), 11=1107/5-08, (min. 2-06), 16=3464/5-08, (min. 5-09) Max Horiz 2=-217 (LC 9) Max Uplift 2=-107 (LC 11), 11=-108 (LC 12), 16=-256 (LC 12) Max Grav 2=1978 (LC 18), 11=1533 (LC 42), 16=3535 (LC 34) 18 18FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-2630/145, 3-27=-2288/167, 3-28=-2500/233, 4-28=-2207/235, 4-29=-2097/241, 5-29=-2093/261, 5-30=-1444/215, 30-31=-1502/200, 6-31=-1760/188, 6-32=-909/117, 7-32=-1302/101, 7-33=-146/1605, 8-33=-146/1605, 8-34=-1021/103, 34-35=-942/112, 35-36=-925/117, 9-36=-852/133, 9-37=-876/139, 37-38=-1182/124, 10-38=-1217/108, 10-39=-1562/163, 39-40=-1615/151, 11-40=-1895/141 BOT CHORD 2-41=-157/2048, 41-42=-155/2048, 20-42=-155/2048, 20-43=0/1186, 19-43=0/1186, 19-44=0/1186, 18-44=0/1186,18-45=-4/1436, 45-46=-4/1436, 17-46=-4/1436, 16-17=0/903, 15-16=-264/483, 14-15=-262/485, 13-14=-262/485,11-13=-47/1451 WEBS 6-17=-910/47, 7-17=0/813, 7-16=-3173/202, 8-16=-2230/259, 8-13=0/567, 9-13=-14/407, 10-13=-841/152, 3-20=-955/251, 5-20=-180/1162, 5-18=-74/776, 6-18=-523/168 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 10-1-13, Exterior (2) 10-1-13 to 20-4-3, Interior (1) 20-4-3 to 35-4-13, Exterior (2) 35-4-13 to 45-7-3, Interior (1) 45-7-3 to 46-10-13, Exterior (2) 46-10-13 to 52-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;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)Provide adequate drainage to prevent water ponding. 6)* 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, with BCDL = 10.0psf. 7)WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 2, 256 lb uplift at joint 16 and 108 lb 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 standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T04 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:eYnLDJo5bE1WFqegWbkGm2zCHX5-DldyaLCVeUMH9vRI3c5xYjfUbiSKQZ964buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T04 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 2 ID:eYnLDJo5bE1WFqegWbkGm2zCHX5-DldyaLCVeUMH9vRI3c5xYjfUbiSKQZ964buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =8x8 =2x4 =5x10 =4x6 =8x8 =4x6 =4x4 =2x4 =8x8 =4x6 =2x4 =4x4 =4x6 =4x6 =6x8 =2x4 =4x8 =5x6 =2x4 =4x10 1 12 40 41 22 42 21 43 20 19 1817 16 15 14 13 2 11 39 29 38107343568363 37303394 3231 5 T2 T1 T3 T4 T5 T6 B1 B1B3B2 W1 W2 W5 W6 W7 W8 W5 W10 W9 W11 W3 W4 HW1 HW2 1-00-00 -1-00-00 1-00-00 52-00-00 4-00-12 40-06-00 6-02-04 36-05-04 6-02-04 30-03-00 5-01-05 45-07-05 5-04-11 51-00-00 7-07-09 7-07-09 7-07-07 15-03-00 8-09-12 24-00-12 4-04 30-07-00 3-09-04 40-04-04 4-03-02 23-11-00 6-00-00 36-07-00 6-03-12 30-02-12 7-07-07 19-07-14 10-07-12 51-00-00 12-00-07 12-00-0711-04-101-00-001-135-01-115-01-111-135-03-082-08-088-00-003-02-0011-02-0018 -09 -12 Scale = 1:92.7 Plate Offsets (X, Y):[2:Edge,3-09], [6:2-12,4-12], [8:2-12,3-08] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL)-0.09 20-22 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.20 22-25 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.82 Horz(CT)0.05 11 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 298 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 *Except* T3:2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (10-0-0 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-18, 8-17, 5-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.REACTIONS All bearings 5-08. except 18=5-10(input: 5-08), 17=5-10(input: 5-08) (lb) -Max Horiz 2=217 (LC 10) Max Uplift All uplift 100 (lb) or less at joint(s) 17 except 2=-104 (LC 11), 11=-102 (LC 12), 18=-197 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) except 2=1935 (LC 18),11=1467 (LC 42), 17=1162 (LC 42), 18=2691 (LC 1) 20 20FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-29=-2569/140, 3-29=-2217/175, 3-30=-2087/172, 4-30=-1787/174, 4-31=-1681/180, 5-31=-1618/201, 5-32=-1192/174, 32-33=-1292/150, 6-33=-1698/147, 6-34=-62/1219, 7-34=-62/1216, 7-35=-62/1213, 8-35=-62/1215, 8-36=-846/113, 9-36=-837/136, 9-37=-670/127, 10-37=-1086/113, 10-38=-1431/153, 38-39=-1621/141, 11-39=-1787/129 BOT CHORD 2-40=-184/1995, 40-41=-162/1995, 22-41=-162/1995, 22-42=0/1124, 21-42=0/1124, 21-43=0/1124, 20-43=0/1124, 19-20=0/1053, 18-19=0/1052, 17-18=-1214/211, 16-17=-119/385, 15-16=-119/385, 14-15=-119/385, 13-14=-118/386, 11-13=-38/1349 WEBS 3-22=-942/238, 5-22=-85/959, 6-18=-2812/185, 7-18=-1194/166, 8-17=-1787/184, 9-13=-35/312, 8-13=0/448, 10-13=-850/159, 6-20=-11/422 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed;MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 10-1-13, Exterior (2) 10-1-13 to20-4-3, Interior (1) 20-4-3 to 36-5-4, Exterior (2) 36-5-4 to 45-9-12, Interior (1) 45-9-12 to 46-10-13, Exterior (2) 46-10-13 to52-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions 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 overhangsnon-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)* 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 by2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)WARNING: Required bearing size at joint(s) 18, 17 greater than input bearing size. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except (jt=lb) 2=104, 18=196, 11=101. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T05 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:a4CWG?_BZ24fDmx78BxsfWzCHQO-DldyaLCVeUMH9vRI3c5xYjfT6iROQW264buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T05 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 2 ID:a4CWG?_BZ24fDmx78BxsfWzCHQO-DldyaLCVeUMH9vRI3c5xYjfT6iROQW264buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =5x12 =2x4 =5x10 =4x6 =8x8 =4x6 =4x4 =2x4 =8x8 =MT18HS 5x12 =4x6 =2x4 =4x4 =4x6 =4x6 =8x8 =4x4 =6x6 =4x4 =2x4 =8x8 1 13 38 39 23 40 22 41 21 20 42 1918 17 43 16 15 44 45 14 2 12 37 30 3611 3 7 834 356 9 31 33 104 32 5 T2 T1 T3 T4 T5 T6 T7 B1 B4B3B2 W1 W2 W5 W6 W7 W8 W5 W9 W3 W4 W11 W10 HW1 HW1 1-00-00 -1-00-00 1-00-00 52-00-00 2-00-12 40-06-00 5-03-01 51-00-00 5-02-15 45-08-15 6-09-12 22-00-12 8-02-04 30-03-00 8-02-04 38-05-04 7-07-09 7-07-09 7-07-07 15-03-00 4-04 30-07-00 3-03-02 21-11-00 6-01-09 44-08-09 6-03-07 51-00-00 7-07-07 18-07-14 8-00-00 38-07-00 8-03-12 30-02-12 11-00-07 11-00-0711-04-101-00-001-136-05-116-05-111-136-07-081-04-088-00-003-02-0011-02-00Scale = 1:92.7 Plate Offsets (X, Y):[2:Edge,0-03], [6:2-12,4-00], [9:3-04,4-00], [12:Edge,3-13] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL)-0.10 21-23 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.64 Vert(CT)-0.15 21-23 >999 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.97 Horz(CT)0.05 12 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 305 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 *Except* T5:2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (10-0-0 max.): 6-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19. WEBS 1 Row at midpt 9-18, 5-21 WEBS 2 Rows at 1/3 pts 6-19 MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide. REACTIONS All bearings 5-08. except 19=6-03(input: 5-08), 18=6-03(input: 5-08) (lb) -Max Horiz 2=217 (LC 10) Max Uplift All uplift 100 (lb) or less at joint(s) 12, 18 except 2=-104 (LC 11), 19=-191 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) except 2=1911 (LC 18),12=1462 (LC 42), 18=914 (LC 42), 19=3166 (LC 33) 22 22FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-30=-2534/149, 3-30=-2182/170, 3-31=-2171/191, 4-31=-1873/193, 4-32=-1762/199, 5-32=-1640/219, 5-33=-1216/197, 6-33=-1513/170, 6-7=-17/1015, 7-8=-17/1012, 8-34=-16/1006, 34-35=-16/1007, 9-35=-15/1009, 9-10=-707/169, 10-11=-1643/209, 11-36=-1436/126, 36-37=-1618/111, 12-37=-1792/109 BOT CHORD 2-38=-180/1966, 38-39=-159/1966, 23-39=-159/1966, 23-40=0/1085, 22-40=0/1085, 22-41=0/1085, 21-41=0/1085, 20-21=0/1055, 20-42=0/1052, 19-42=0/1052, 18-19=-1008/207, 17-18=0/576, 17-43=0/576, 16-43=0/576, 15-16=0/576, 15-44=0/650, 44-45=0/650, 14-45=0/650, 12-14=-22/1346 WEBS 3-23=-944/242, 5-23=-118/1018, 6-19=-2455/167, 8-19=-1597/210, 9-18=-1680/160, 9-15=-30/447, 10-15=-285/183, 5-21=-120/258, 6-21=-95/301, 11-14=-818/172, 10-14=-127/974 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed;MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 10-1-13, Exterior (2) 10-1-13 to20-4-3, Interior (1) 20-4-3 to 38-5-4, Exterior (2) 38-5-4 to 45-9-12, Interior (1) 45-9-12 to 46-10-13, Exterior (2) 46-10-13 to52-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions 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 overhangsnon-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)* 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, with BCDL = 10.0psf. 8)WARNING: Required bearing size at joint(s) 19, 18 greater than input bearing size. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 12 except(jt=lb) 2=104, 19=191. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T06 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:NJwxcV2hymBprCa46FD_gMzCH33-DldyaLCVeUMH9vRI3c5xYjfTeiStQTh64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T06 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 2 ID:NJwxcV2hymBprCa46FD_gMzCH33-DldyaLCVeUMH9vRI3c5xYjfTeiStQTh64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =5x12 =2x4 =4x4 =5x10 =6x8 =4x6 =6x8 =5x8 =5x6 =4x6 =5x6 =4x6 =4x6 =4x6 =5x6 =4x10 =2x4 =4x10 1 13 38203719 18 39 40 17 16 41 15 143536 2 12 34 27 331132 3 28 7 308 9 316 104 29 5 T2 T1 T3 T4 T5 T6 B1 B4B3B2 W1 W2 W3 W4 W5 W6 W7 W5 W8 W9 HW1 HW1 1-00-00 -1-00-00 1-00-00 52-00-00 4-09-12 20-00-12 5-02-11 51-00-00 5-02-09 45-09-05 6-10-00 33-08-12 6-10-00 26-10-12 6-10-00 40-06-12 7-07-09 7-07-09 7-07-07 15-03-00 9-10-09 19-11-00 10-00-07 10-00-07 10-03-08 51-00-00 10-03-12 30-02-12 10-05-12 40-08-0811-04-101-00-001-137-09-117-09-111-137-11-083-02-0811-02-00Scale = 1:92.7 Plate Offsets (X, Y):[2:Edge,0-03] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL)-0.15 18-20 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.61 Vert(CT)-0.23 18-20 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.75 Horz(CT)0.03 17 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 296 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (6-0-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-18, 6-18, 7-17, 9-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.REACTIONS (lb/size)2=0/5-08, (min. 2-15), 12=950/5-08, (min. 2-05), 17=3729/5-08, (req. 6-12) Max Horiz 2=-217 (LC 9) Max Uplift 2=-103 (LC 11), 12=-98 (LC 12), 17=-272 (LC 12) Max Grav 2=1869 (LC 18), 12=1464 (LC 38), 17=4299 (LC 31) 24 24FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-2473/144, 3-27=-2120/166, 3-28=-2233/201, 4-28=-1938/213, 4-29=-1827/221, 5-29=-1626/240, 5-6=-1287/231, 6-7=-981/139, 7-30=-10/1114, 8-30=-10/1114, 8-9=-10/1114, 9-31=-570/141, 10-31=-569/141, 10-32=-904/119, 11-32=-931/89, 11-33=-1233/145, 33-34=-1406/132, 12-34=-1596/122 BOT CHORD 2-35=-176/1913, 35-36=-154/1913, 20-36=-154/1913, 20-37=-25/1022, 19-37=-25/1022, 19-38=-25/1022, 18-38=-25/1022, 18-39=-356/159, 39-40=-356/159, 17-40=-356/159, 16-17=-508/152, 16-41=-508/152, 15-41=-508/152, 14-15=-508/152, 12-14=-35/1170 WEBS 3-20=-950/248, 5-20=-147/1134, 5-18=-229/420, 6-18=-1259/214, 7-18=-91/1754, 7-17=-2418/207, 9-17=-2074/225, 9-14=-70/1265, 10-14=-355/72, 11-14=-789/159 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 10-1-13, Exterior (2) 10-1-13 to20-0-12, Interior (1) 20-0-12 to 35-5-9, Exterior (2) 35-5-9 to 45-7-15, Interior (1) 45-7-15 to 46-10-13, Exterior (2) 46-10-13 to52-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions 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 overhangsnon-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)* 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 by2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 2, 272 lb uplift at joint 17 and 98 lb uplift at joint 12. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T07 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:3ZFsdUjp3Np29W5GjJ8VJmzCGz1-DldyaLCVeUMH9vRI3c5xYjfToiSKQX764buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T07 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 2 ID:3ZFsdUjp3Np29W5GjJ8VJmzCGz1-DldyaLCVeUMH9vRI3c5xYjfToiSKQX764buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =8x8 =4x4 =2x4 =5x10 =6x8 =8x8 =6x6 =12x12 =4x6 =4x6 =5x6 =5x6 =4x6 =4x6 =5x6 =5x8 =5x6 =2x4 =4x10 1 14 40 41 21 20 19 42 43 184417 45 16 15 3921338 28 3736 12 35311294 732 8 9 3334316 10 30 5 T2 T1 T3 T4 T5 T6 T7 B1 B4B3B2 W1 W2 W3 W4 W5 W9 W10 W6 W5 W7 W8 HW1 HW2 1-00-00 -1-00-00 1-00-00 52-00-00 2-09-12 18-00-12 6-10-00 31-08-12 6-10-00 38-06-12 6-10-00 24-10-12 6-02-11 51-00-00 6-02-09 44-09-05 7-07-09 7-07-09 7-07-07 15-03-00 2-01-14 18-01-14 6-11-09 16-00-00 8-05-12 38-08-08 9-00-07 9-00-07 12-00-14 30-02-12 12-03-08 51-00-0011-04-101-00-001-139-01-119-01-111-139-03-081-10-0811-02-00Scale = 1:92.7 Plate Offsets (X, Y):[2:Edge,3-09], [6:2-12,3-08], [20:4-00,4-08] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL)-0.16 18-19 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.59 Vert(CT)-0.28 18-19 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.99 Horz(CT)0.04 18 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 312 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (5-11-3 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:6-0-0 oc bracing: 15-18. WEBS 1 Row at midpt 3-20, 6-20, 10-15, 6-19, 9-18 WEBS 2 Rows at 1/3 pts 7-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1689/5-08, (min. 3-00), 13=1019/5-08, (min. 2-08), 18=3613/5-08, (req. 6-10) Max Horiz 2=217 (LC 10) Max Uplift 2=-104 (LC 11), 13=-107 (LC 12), 18=-258 (LC 12) Max Grav 2=1900 (LC 18), 13=1593 (LC 32), 18=4211 (LC 31) 26 26FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-2506/147, 3-28=-2163/169, 3-29=-1651/152, 4-29=-1360/164, 4-30=-1251/187, 5-30=-942/190, 5-6=-1269/227, 6-31=-1059/167, 7-31=-1061/167, 7-32=-14/757, 8-32=-14/757, 8-9=-14/757, 9-33=-508/160, 33-34=-508/160, 10-34=-508/160, 10-11=-598/135, 11-35=-666/116, 12-35=-914/103, 12-36=-1300/167, 36-37=-1425/157, 37-38=-1718/139, 13-38=-1758/136 BOT CHORD 2-40=-159/1949, 40-41=-152/1949, 21-41=-152/1949, 20-21=-131/1979, 19-20=-47/1072, 19-42=-73/475, 42-43=-73/475,18-43=-73/475, 18-44=-510/176, 17-44=-510/176, 17-45=-510/176, 16-45=-510/176, 15-16=-510/176, 13-15=-40/1282 WEBS 3-21=0/265, 3-20=-1123/185, 5-20=-114/950, 6-20=-693/89, 9-15=-98/1398, 10-15=-460/78, 12-15=-989/192, 6-19=-866/150, 7-19=-47/1370, 7-18=-2293/180, 9-18=-2070/229 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed;MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 10-1-13, Exterior (2) 10-1-13 to18-0-12, Interior (1) 18-0-12 to 33-5-9, Exterior (2) 33-5-9 to 43-7-15, Interior (1) 43-7-15 to 46-10-13, Exterior (2) 46-10-13 to 52-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;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)Provide adequate drainage to prevent water ponding.6)* 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 by2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)WARNING: Required bearing size at joint(s) 18 greater than input bearing size. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 2, 107 lb uplift atjoint 13 and 258 lb uplift at joint 18. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T08 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:QoaAE0_ct7bwovmU?xYfCPzCGyh-DldyaLCVeUMH9vRI3c5xYjfVXiSfQTN64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T08 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 2 ID:QoaAE0_ct7bwovmU?xYfCPzCGyh-DldyaLCVeUMH9vRI3c5xYjfVXiSfQTN64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =MT18HS 5x12 =2x4 =5x10 =4x10 =6x10 =8x12 =6x6 =4x4 =4x6 =4x4 =4x4 =MT18HS 5x12 =MT18HS 5x12 =5x8 =4x8 =5x6 =4x6 =2x4 =8x12 1 14 21 20 37 38 19 39 18 40 17 16 15 2 13 36 352834 12329 1143330 7 8 9 32316 105 T2 T1 T3 T4 T5 T6 T1 B1B3B1B2 W4 W5 W6 W7 W8 W9 W3 W2 W10W1 W1 HW1 HW1 9-12 16-00-12 1-00-00 -1-00-00 1-00-00 52-00-00 6-10-00 29-08-12 6-10-00 36-06-12 6-10-00 22-10-12 6-09-13 51-00-00 6-09-13 6-09-13 7-07-07 44-02-03 8-05-03 15-03-00 6-09-13 51-00-00 6-09-13 6-09-13 7-05-11 44-02-03 9-04-11 16-02-08 10-01-04 26-03-12 10-04-12 36-08-0811-04-101-00-001-1310-05-1110-05-111-1310-07-086-0811-02-00Scale = 1:92.7 Plate Offsets (X, Y):[2:5-08,Edge], [3:2-08,2-00], [5:5-08,Edge], [6:3-00,3-08], [13:Edge,0-03], [20:6-00,4-08] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL)-0.30 19 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.89 Vert(CT)-0.48 16-19 >999 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.85 Horz(CT)0.18 13 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 317 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 *Except* T2,T6:2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 2100F 1.8E *Except* B3:2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* W3:2x4 SPF 2100F 1.8E WEDGE Left: 2x6 SPF No.2Right: 2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins, except 2-0-0 oc purlins (2-9-14 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS T-Brace:2x4 SPF No.2 - 7-19, 9-19, 3-20, 12-16 2x6 SPF No.2 - 7-20, 9-16, 3-6 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=3160/5-08, (min. 4-00), 13=3160/5-08, (min. 4-02) Max Horiz 2=-217 (LC 9) Max Uplift 2=-131 (LC 12), 13=-259 (LC 12) Max Grav 2=3160 (LC 1), 13=3261 (LC 32) 28 28FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-4528/295, 3-28=-4384/315, 3-29=-1735/92, 4-29=-1706/97, 4-30=-1435/111, 5-30=-1349/139, 5-6=-920/153, 6-31=-3842/351, 7-31=-3844/351, 7-8=-4651/396, 8-9=-4651/396, 9-32=-3627/387, 10-32=-3624/387, 10-33=-4358/398, 11-33=-4375/370, 11-12=-4425/368, 12-34=-4423/384, 34-35=-4503/365, 35-36=-4554/364, 13-36=-4590/354 BOT CHORD 2-21=-189/3607, 20-21=-183/3607, 20-37=-175/4654, 37-38=-175/4654, 19-38=-175/4654, 19-39=-135/4588,18-39=-135/4588, 18-40=-135/4588, 17-40=-135/4588, 16-17=-135/4588, 15-16=-215/3680, 13-15=-215/3680 WEBS 6-20=-47/1369, 7-20=-1476/172, 7-19=-233/364, 9-19=-42/491, 9-16=-1686/202, 10-16=-63/1660, 3-6=-3844/271, 3-20=-695/374, 12-16=-952/173 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 10-1-13, Exterior (2) 10-1-13 to 16-0-12, Interior (1) 16-0-12 to 31-5-9, Exterior (2) 31-5-9 to 41-7-15, Interior (1) 41-7-15 to 46-10-13, Exterior (2) 46-10-13 to 52-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;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=1.103)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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)* 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, with BCDL = 10.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 13 and 131 lbuplift at joint 2. Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T09 2 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:IsQXJONpplhBjmMOG7xs_KzCGlH-DldyaLCVeUMH9vRI3c5xYjfXiiOzQVZ64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 andreferenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T09 2 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 2 ID:IsQXJONpplhBjmMOG7xs_KzCGlH-DldyaLCVeUMH9vRI3c5xYjfXiiOzQVZ64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =8x12 =2x4 =4x6 =5x6 =4x8 =6x10 =MT18HS 5x12 =4x4 =4x6 =4x4 =4x4 =MT18HS 5x12 =MT18HS 5x12 =6x10 =4x8 =5x6 =4x6 =2x4 =8x12 1 13 21 20 1940 41 18 42 17 4316 15 14 2 122839 3829 30 37 3631113 104 3435 953233678 T2 T1 T3 T4 T2 T1 B1 B1B3B2 W2 W3 W4 W5 W5 W4 W3 W2W1 W1 HW1 HW1 1-00-00 -1-00-00 1-00-00 52-00-00 7-11-00 29-05-08 7-11-00 37-04-08 7-11-00 21-06-08 6-09-13 51-00-00 6-09-13 6-09-13 6-09-11 13-07-08 6-09-11 44-02-03 6-07-15 13-05-12 6-07-15 44-02-03 6-09-13 51-00-00 6-09-13 6-09-13 12-00-04 25-06-00 12-00-04 37-06-0410-03-101-00-0010-01-00Scale = 1:90.1 Plate Offsets (X, Y):[2:Edge,0-03], [5:5-04,3-01], [9:5-04,3-01], [12:Edge,0-03] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL)-0.34 18-20 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.64 Vert(CT)-0.56 18-20 >999 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.79 Horz(CT)0.18 12 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 307 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* W4:2x4 SPF 2100F 1.8E WEDGE Left: 2x10 SP 2400F 2.0ERight: 2x10 SP 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-20, 6-20, 6-18, 8-18, 8-15, 11-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=3160/5-08, (min. 4-06), 12=3160/5-08, (min. 4-06) Max Horiz 2=-196 (LC 9) Max Uplift 2=-108 (LC 11), 12=-108 (LC 12) Max Grav 2=3424 (LC 30), 12=3424 (LC 30) 30 30FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-2290/135, 2-28=-2263/138, 2-29=-4797/359, 29-30=-4766/369, 30-31=-4656/385, 3-31=-4649/387, 3-4=-4689/386, 4-5=-4650/413, 5-32=-3826/391, 32-33=-3826/391, 6-33=-3826/391, 6-7=-5127/440, 7-8=-5127/440, 8-34=-3826/391, 34-35=-3826/391, 9-35=-3826/391, 9-10=-4650/413, 10-11=-4689/386, 11-36=-4649/387, 36-37=-4656/385, 37-38=-4766/369, 12-38=-4797/359, 12-39=-2263/138, 12-39=-2290/135 BOT CHORD 2-21=-225/3874, 20-21=-225/3874, 19-20=-237/5078, 19-40=-237/5078, 40-41=-237/5078, 18-41=-237/5078, 18-42=-193/5078, 17-42=-193/5078, 17-43=-193/5078, 16-43=-193/5078, 15-16=-193/5078, 14-15=-207/3874,12-14=-207/3874 WEBS 3-20=-894/194, 5-20=-75/1781, 6-20=-1950/226, 6-18=-67/427, 8-18=-67/427, 8-15=-1950/226, 9-15=-75/1781, 11-15=-894/195 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 6-4-15, Exterior (2) 6-4-15 to 20-10-1, Interior (1) 20-10-1 to 30-1-15, Exterior (2) 30-1-15 to 44-7-1, Interior (1) 44-7-1 to 46-10-13, Exterior (2) 46-10-13 to 52-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)* 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, with BCDL = 10.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 2 and 108 lb uplift at joint 12. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T10 5 120050257BRAPiggyback Base Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:5MfNEje_CixxtpobjF1yAmzCGNh-DldyaLCVeUMH9vRI3c5xYjfURiStQWV64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T10 5 120050257BRAPiggyback Base Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 2 ID:5MfNEje_CixxtpobjF1yAmzCGNh-DldyaLCVeUMH9vRI3c5xYjfURiStQWV64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =8x12 =4x6 =2x4 =4x6 =4x12 =8x8 =MT18HS 3x12 =10x12 =8x8 =2x4 =4x6 =5x10 =4x4 =M18SHS 3x12 =5x8 =4x8 =MT18HS 3x12 =4x10 =4x6 =2x4 =4x8 =8x12 161 46 24 47 23 2248 49 21 50 20 51 19 18 17 4515244314 433342 134134412355 838 9 10394037 117 36 6 T2 T1 T3 T4 T5 T6 T7 B1 B3B2B1 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 HW1 HW1 1-00-00 52-00-00 1-00-00 -1-00-00 2-09-12 18-00-12 6-10-00 31-08-12 6-10-00 24-10-12 6-10-00 38-06-12 6-00-14 44-07-10 6-04-06 51-00-00 7-05-12 15-03-00 7-09-04 7-09-04 5-11-02 44-07-10 6-04-06 51-00-00 7-09-04 7-09-04 10-01-12 17-11-00 10-04-12 38-08-08 10-04-12 28-03-1211-04-101-00-001-139-01-119-01-111-139-03-081-10-0811-02-00Scale = 1:92.7 Plate Offsets (X, Y):[6:4-08,3-12], [22:6-00,3-04] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL)-0.55 19-21 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.91 Vert(CT)-0.91 19-21 >673 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.97 Horz(CT)0.27 15 n/a n/a M18SHS 197/144 BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 287 lb FT = 20% LUMBER TOP CHORD 2x6 SPF 2100F 1.8E *Except* T3,T6,T5:2x6 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* W3,W4:2x4 SPF 2100F 1.8E SLIDER Left 2x6 SPF No.2 -- 2-06-00, Right 2x6 SPF No.2 -- 2-06-00 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except 2-0-0 oc purlins (2-8-14 max.): 7-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-22, 7-22, 8-21 WEBS 2 Rows at 1/3 pts 10-19 MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide. REACTIONS (lb/size)2=3160/5-08, (min. 4-00), 15=3160/5-08, (min. 4-03) Max Horiz 2=-217 (LC 9) Max Uplift 2=-131 (LC 12), 15=-259 (LC 12) Max Grav 2=3160 (LC 1), 15=3299 (LC 32) 32 32FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1374/69, 3-33=-4464/299, 33-34=-4330/319, 4-34=-4150/321, 4-35=-3987/318, 5-35=-3941/329, 5-36=-3930/352,6-36=-3796/355, 6-7=-5280/476, 7-37=-5764/481, 8-37=-5767/481, 8-38=-5252/415, 9-38=-5252/415, 9-10=-5252/415,10-39=-3791/377, 39-40=-3790/377, 11-40=-3788/377, 11-12=-4514/400, 12-41=-4556/381, 13-41=-4584/371, 13-42=-4555/381, 42-43=-4602/368, 14-43=-4670/365, 14-44=-1241/98, 15-44=-1265/92 BOT CHORD 2-46=-204/3527, 24-46=-162/3527, 24-47=-162/3527, 23-47=-162/3527, 22-23=-162/3527, 22-48=-129/4551, 48-49=-129/4551, 21-49=-129/4551, 21-50=-168/5087, 20-50=-168/5087, 20-51=-168/5087, 19-51=-168/5087, 18-19=-212/3696, 17-18=-212/3696, 15-17=-212/3696 WEBS 4-24=0/342, 4-22=-941/205, 6-22=-360/4888, 7-22=-4454/444, 7-21=-185/1595, 8-21=-1359/171, 10-21=0/674, 10-19=-2086/187, 11-19=-85/1737, 13-19=-676/253 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed;MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 10-1-13, Exterior (2) 10-1-13 to18-0-12, Interior (1) 18-0-12 to 33-5-9, Exterior (2) 33-5-9 to 43-7-15, Interior (1) 43-7-15 to 46-10-13, Exterior (2) 46-10-13 to52-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions 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 overhangsnon-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)* 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, with BCDL = 10.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 2 and 259 lb 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 standard ANSI/TPI 1. Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T12 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:DDaQoDqS7pH1etIRTrnx9QzCGM9-DldyaLCVeUMH9vRI3c5xYjfXiiNeQTh64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. Continued on page 2 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T12 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 2 ID:DDaQoDqS7pH1etIRTrnx9QzCGM9-DldyaLCVeUMH9vRI3c5xYjfXiiNeQTh64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =10x12 =2x4 =4x4 =4x12 =12x12 =MT18HS 5x12 =10x12 =8x8 =4x4 =4x6 =4x4 =MT18HS 5x12 =4x6 =MT18HS 5x12 =6x8 =5x8 =2x4 =10x12 1 13 35 36 20 37 19 38 18 39 40 17 16 41 15 14 2 12 34 27 331132 3 28 7 308 9 316 104 29 5 T2 T1 T3 T4 T5 T6 B1 B4B3B2 W1 W2 W3 W4 W5 W6 W6 W5 W7 W8 HW1 HW1 1-00-00 52-00-00 1-00-00 -1-00-00 1-08-00 28-06-12 5-02-00 33-08-12 4-09-12 20-00-12 5-02-09 45-09-05 5-02-11 51-00-00 6-10-00 26-10-12 6-10-00 40-06-12 7-07-09 7-07-09 7-07-07 15-03-00 9-10-09 19-11-00 10-00-07 10-00-07 10-03-08 51-00-00 10-04-12 40-08-08 10-04-12 30-03-1211-04-101-00-001-137-09-117-09-111-137-11-083-02-0811-02-00Scale = 1:92.7 Plate Offsets (X, Y):[2:Edge,3-13], [5:8-00,4-04], [6:4-00,4-12], [12:Edge,3-13], [18:5-08,3-04] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL)-0.50 17-18 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.55 Vert(CT)-0.82 17-18 >748 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 0.92 Horz(CT)0.20 12 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 304 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 *Except* T2,T1:2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* W3:2x4 SPF 2100F 1.8E WEDGE Left: 2x10 SP 2400F 2.0ERight: 2x10 SP 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-11 oc purlins, except 2-0-0 oc purlins (2-1-10 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-18 WEBS 2 Rows at 1/3 pts 6-18, 9-14 MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide. REACTIONS (lb/size)2=3160/5-08, (min. 4-00), 12=3160/5-08, (min. 4-02) Max Horiz 2=217 (LC 10) Max Uplift 2=-131 (LC 12), 12=-259 (LC 12) Max Grav 2=3160 (LC 1), 12=3249 (LC 31) 34 34FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-4572/310, 3-27=-4219/345, 3-28=-4266/389, 4-28=-4101/392, 4-29=-4057/398, 5-29=-3926/418, 5-6=-6676/578, 6-7=-5562/431, 7-30=-6105/450, 8-30=-6105/450, 8-9=-6105/450, 9-31=-3997/365, 10-31=-3995/365, 10-32=-4815/387, 11-32=-4819/357, 11-33=-4778/405, 33-34=-4836/400, 12-34=-4895/382 BOT CHORD 2-35=-187/3613, 35-36=-177/3613, 20-36=-177/3613, 20-37=-68/3171, 19-37=-68/3171, 19-38=-68/3171, 18-38=-68/3171, 18-39=-247/6324, 39-40=-247/6324, 17-40=-247/6324, 16-17=-236/5777, 16-41=-236/5777, 15-41=-236/5777, 14-15=-236/5777, 12-14=-244/3886 WEBS 3-20=-861/247, 5-20=-145/990, 5-18=-434/5748, 6-18=-4257/406, 7-18=-1110/132, 7-17=-562/97, 9-17=0/926,9-14=-2589/180, 10-14=-79/1881, 11-14=-524/248 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 10-1-13, Exterior (2) 10-1-13 to 20-0-12, Interior (1) 20-0-12 to 35-5-9, Exterior (2) 35-5-9 to 45-7-15, Interior (1) 45-7-15 to 46-10-13, Exterior (2) 46-10-13 to52-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions 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 overhangsnon-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)* 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 by2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 2 and 259 lb uplift at joint 12. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T13 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:HNWXWADWbeJUUokaLZMSSAzCGLf-DldyaLCVeUMH9vRI3c5xYjfT6iTGQUT64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =MT18HS 5x12 =2x4 =4x12 =4x4 =8x8 =MT18HS 9x16 =4x4 =MT18HS 7x16 =4x4 =MT18HS 5x12 =4x6 =4x4 =4x6 =MT18HS 5x12 =6x6 =5x8 =10x12 121 33 34 20 35 1918 36 17 37 16 15 38 39 14 13 40 112 27 3 7 8 9 31326 10 28 304 29 5 T2 T1 T3 T4 T5 T6 B1 B4B3B2 W5 W6 W7 W7 W6 W8 W2 W1 W3 W4 HW1 HW1 1-00-00 52-00-00 1-00-00 -1-00-00 6-10-00 35-08-12 6-10-00 28-10-12 6-10-00 42-06-12 6-09-12 22-00-12 7-07-09 7-07-09 7-07-07 15-03-00 8-05-04 51-00-00 4-02-0915-03-00 6-08-0021-11-00 8-03-0851-00-0010-04-1242-08-0810-04-1232-03-1211-00-0711-00-0711-04-101-00-001-136-05-116-05-111-136-07-084-06-0811-02-00Scale = 1:91.3 Plate Offsets (X, Y):[2:Edge,0-03], [5:4-04,4-00], [6:8-00,4-00], [11:Edge,3-09], [18:3-08,4-08] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL)-0.54 15-17 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.69 Vert(CT)-0.88 15-17 >695 180 MT18HS 197/144 TCDL 15.0 Rep Stress Incr YES WB 1.00 Horz(CT)0.24 11 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 298 lb FT = 20% LUMBER TOP CHORD 2x6 SPF 2100F 1.8E *Except* T3,T5:2x6 SPF No.2 BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* W4:2x4 SPF 2100F 1.8E WEDGE Left: 2x10 SP 2400F 2.0ERight: 2x10 SP 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-17 WEBS 2 Rows at 1/3 pts 9-13, 6-19 MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide. REACTIONS (lb/size)2=3160/5-08, (min. 4-00), 11=3160/5-08, (min. 4-04) Max Horiz 2=217 (LC 10) Max Uplift 2=-131 (LC 12), 11=-259 (LC 12) Max Grav 2=3160 (LC 1), 11=3341 (LC 31) 35 35FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-4525/314, 3-27=-4209/346, 3-28=-4182/363, 4-28=-4015/365, 4-29=-3971/371, 5-29=-3884/392, 5-30=-3740/368, 6-30=-3917/341, 6-7=-6883/494, 7-8=-7145/493, 8-9=-7145/493, 9-31=-4117/367, 31-32=-4115/367, 10-32=-4114/367, 10-11=-5151/370 BOT CHORD 2-33=-181/3592, 33-34=-181/3592, 20-34=-181/3592, 20-35=-35/3096, 19-35=-35/3096, 18-19=-298/6898, 18-36=-298/6898, 17-36=-298/6898, 17-37=-352/7528, 16-37=-352/7528, 15-16=-352/7528, 15-38=-316/6615, 38-39=-316/6615, 14-39=-316/6615, 13-14=-316/6615, 13-40=-177/4166, 11-40=-177/4166 WEBS 6-17=-88/718, 7-17=-856/389, 7-15=-807/112, 9-15=0/1128, 9-13=-3302/185, 10-13=-42/2167, 5-20=-126/833,3-20=-865/235, 5-19=-243/3522, 6-19=-5138/409 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 4-1-3, Interior (1) 4-1-3 to 10-1-13, Exterior (2) 10-1-13 to 20-4-3, Interior (1) 20-4-3 to 37-5-9, Exterior (2) 37-5-9 to 52-0-0 zone; cantilever left and right exposed ; end vertical left andright exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.602)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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)* 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, with BCDL = 10.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 2 and 259 lb 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 andreferenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T14 1 120050257BRARoof Special Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:APHTwLThe5yVV0rd4TENoczCGLK-DldyaLCVeUMH9vRI3c5xYjfUbiR5QTD64buTmxzCFVS This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x8 =4x4 =2x4 =5x6 =4x4 =3x6 1 7 62 5 316 17 1918 4 T1 T2 B1 W1 HW1 HW2 1-00-00 -1-00-00 6-00-00 12-00-00 6-00-00 6-00-00 6-00-00 12-00-00 6-00-00 6-00-005-02-101-00-005-00-00Scale = 1:41.5 Plate Offsets (X, Y):[2:4-10,0-01], [6:2-00,4-01] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL)-0.03 7-10 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.27 Vert(CT)-0.05 7-10 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.01 2 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 2-06-00, Right 2x6 SPF No.2 -- 1-06-00 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with StabilizerInstallation guide.REACTIONS (lb/size)2=824/5-08, (min. 1-08), 6=716/5-08, (min. 1-08) Max Horiz 2=89 (LC 10) Max Uplift 2=-53 (LC 11), 6=-36 (LC 12) 43 43FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-362/47, 3-16=-700/72, 16-17=-644/78, 17-18=-629/78, 4-18=-592/94, 4-19=-608/92, 5-19=-759/75, 5-6=-362/6 BOT CHORD 2-7=-92/524, 6-7=-11/524 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 3-0-0, Exterior (2) 3-0-0 to 12-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.602)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 20.0psf 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 6 and 53 lb uplift at joint 2. 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 Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T20A 3 120050257BRACommon Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:X9hZRJbcXIQyGvr6mwlRw9zCHJ9-98ki?0EmA6d_OCbhA17Pd8lzFWD6uckPXvNZqpzCFVQ This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute. 812 =3x8 =4x4 =2x4 =2x4 =2x4 =5x6 =2x4 =2x4 =2x4 =2x4 =2x4 =4x4 =3x8 1 10 15 14 13 12 11 2 9 8 73 24 2564 5 T1 T1 B1 ST3 ST2 ST1 ST2 ST1HW1 HW2 1-00-00 -1-00-00 1-00-00 13-00-00 6-00-00 12-00-00 6-00-00 6-00-00 12-00-005-02-101-00-005-00-00Scale = 1:40.4 Plate Offsets (X, Y):[2:3-00,0-04], [9:4-14,0-04] Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.02 Vert(CT)n/a -n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.05 Horz(CT)0.00 2 n/a n/a BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 64 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -- 2-03-13, Right 2x4 SPF No.2 -- 1-06-00 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 12-00-00. (lb) -Max Horiz 2=-93 (LC 9), 16=-93 (LC 9) Max Uplift All uplift 100 (lb) or less at joint(s) 2, 9, 11, 12, 14, 15, 16, 20 Max Grav All reactions 250 (lb) or less at joint(s) 11, 13, 15 except 2=258 (LC 1), 9=259 (LC 1), 12=290 (LC 19), 14=289 (LC 18), 16=258 (LC 1), 20=259 (LC 1) 44 44FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-12=-250/63 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed;MWFRS (envelope) exterior zone and C-C Corner (3) -1-0-0 to 2-0-0, Exterior (2) 2-0-0 to 3-0-0, Corner (3) 3-0-0 to 9-0-0,Exterior (2) 9-0-0 to 10-0-0, Corner (3) 10-0-0 to 13-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;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)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. 8)Gable studs spaced at 2-0-0 oc. 9)* 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 by2-00-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 14, 15, 12, 11, 2, 9. 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 andreferenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 38 Emerson Way Florence, MA T20GE 1 120050257BRACommon Supported Gable Job Reference (optional) UFP Industries, Inc, UFP SE Engineering Run: 8.33 S Apr 7 2020 Print: 8.330 S Apr 7 2020 MiTek Industries, Inc. Wed May 27 16:57:08 Page: 1 ID:iGrjk4jVxhoO5cAEvkR0tTzCHJ_-98ki?0EmA6d_OCbhA17Pd8l0XWH1ucZPXvNZqpzCFVQ 380 wp 20 year 25 Year α recgroup.com/alpha Power product warranty power output warranty rec Alphα Series Ref: PM-DS-12-01-Rev- B 08.19www.recgroup.com 28 [1.1] 1721±2.5 [67.75 ±0.1] 802 [31.5]455 [17.9]956 [37.64]1016±2.5 [40 ±0.1]17 [0.7]45 [1.5] 1000 [39] 1200 [47] Scale: 1:1.57 11±0.2[0.43 ±0.8]6.6±0.2 [0.26 ±0.08]20.5±0.5 [0.78 ±0.08] 30 [1.18] 22.5 [0.9] 621 ±1 [24.5 ±0.04] GR GR GRELECTRICAL DATA @ NMOT Product Code*: RECxxxAA Nominal Power - PMPP (Wp) 274 278 282 286 290 Nominal Power Voltage - VMPP (V) 35.5 35.8 36.1 36.4 36.7 Nominal Power Current - IMPP (A) 7.71 7.76 7.80 7.85 7.88 Open Circuit Voltage - VOC (V) 41.6 41.7 41.9 42.0 42.1 Short Circuit Current - ISC (A) 8.26 8.29 8.32 8.40 8.45 Nominal module operating temperature (NMOT: air mass AM 1.5, irradiance 800 W/m², temperature 68°F (20°C), windspeed 3.3 ft/s (1 m/s). * Where xxx indicates the nominal power class (PMPP) at STC above. ELECTRICAL DATA @ STC Product Code*: RECxxxAA Nominal Power - PMPP (Wp) 360 365 370 375 380 Watt Class Sorting - (W)-0/+5 -0/+5 -0/+5 -0/+5 -0/+5 Nominal Power Voltage - VMPP (V) 37.7 38.0 38.3 38.7 39.0 Nominal Power Current - IMPP (A) 9.55 9.60 9.66 9.72 9.76 Open Circuit Voltage - VOC (V) 44.1 44.3 44.5 44.6 44.7 Short Circuit Current - ISC (A) 10.23 10.26 10.30 10.40 10.46 Panel Efficiency (%) 20.6 20.9 21.2 21.4 21.7 Values at standard test conditions (STC: air mass AM 1.5, irradiance 10.75 W/sq ft (1000 W/m²), temperature 77°F (25°C), based on a production spread with a tolerance of VOC & ISC ±3% within one watt class. * Where xxx indicates the nominal power class (PMPP) at STC above.Specifications subject to change without notice.CERTIFICATIONS WARRANTY LOW LIGHT BEHAVIOUR TEMPERATURE RATINGS* MAXIMUM RATINGS MECHANICAL DATA Measurements in mm [in] 100 200 300 400 500 600 700 800 900 1000 85 90 95 100 105 Irradiance (W/m²) Typical low irradiance performance of module at STC: GENERAL DATA 20 year product warranty25 year linear power output warranty Maximum annual power degression of 0.25% p.a.Guarantees 92% of power after 25 years See warranty conditions for further details. REC ALPHα SERIESPRODUCT DATASHEET Rel. Efficiency (%)Nominal Module Operating Temperature:44°C (±2°C) Temperature coefficient of PMPP:-0.26 %/°C Temperature coefficient of VOC:-0.24 %/°C Temperature coefficient of ISC:0.04 %/°C *The temperature coefficients stated are linear values Dimensions:67.8 x 40 x 1.2 in (1721 x 1016 x 30 mm) Area:18.8 sq ft (1.75 m²) Weight:43 lbs (19.5 kg) Operational temperature:-40 ... +85°C Maximum system voltage:1000 V Design load (+): snow Maximum test load (+): 4666 Pa (97.5 lbs/sq ft)+ 7000 Pa (146 lbs/sq ft)* Design load (-): wind Maximum test load (-): 2666 Pa (55.6 lbs/sq ft)+ 4000 Pa (83.5 lbs/sq ft)* Max series fuse rating:25 A Max reverse current:25 A + Calculated using a safety factor of 1.5 * See installation manual for mounting instructions Cell type: 120 half-cut cells with REC heterojunction cell technology 6 strings of 20 cells in series Glass:0.13 in (3.2 mm) solar glass with anti-reflection surface treatment Backsheet:Highly resistant polymeric construction Frame:Anodized aluminum (black) Junction box:3-part, 3 bypass diodes, IP67 rated in accordance with IEC 62790 Cable:12 AWG (4 mm²) PV wire, 39 + 47 in (1 + 1.2 m) in accordance with EN 50618 Connectors:Stäubli MC4 PV-KBT4/KST4, 12 AWG (4 mm²) in accordance with IEC 62852 IP68 only when connected Origin:Made in Singapore Founded in Norway in 1996, REC is a leading vertically integrated solar energy company. Through integrated manufacturing from silicon to wafers, cells, high-quality panels and extending to solar solutions, REC provides the world with a reliable source of clean energy. REC’s renowned product quality is supported by the lowest warranty claims rate in the industry. REC is a Bluestar Elkem company with headquarters in Norway and operational headquarters in Singapore. REC employs around 2,000 people worldwide, producing 1.5 GW of solar panels annually. IEC 61215:2016, IEC 61730:2016, UL 1703, UL 61730 IEC 62804 PID IEC 61701 Salt Mist IEC 62716 Ammonia Resistance UL 1703 Fire Type Class 2 IEC 62782 Dynamic Mechanical Load IEC 61215-2:2016 Hailstone (35mm) AS4040.2 NCC 2016 Cyclic Wind Load ISO 14001:2004, ISO 9001:2015, OHSAS 18001:2007 Cut Sheet See Description / Length 2.44 .58 1.25 2.34 1.99 .66 .46 APPROVED MATERIALS: 6005-T6, 6005A-T61, 6105-T5, 6N01-T6 (34,000 PSI YIELD STRENGTH MINIMUM) XR100 Rail v1.1 Cut Sheet v1.0 12.0 1 2 XR-100-SPLC-BD KIT, XR100 BONDED SPLICE 2) Screw, Self Drilling 1.93 1.24 .93 1) Splice, XR100, Mill 12" long .31 .42 .63 .15 #12-14 TYPE “B” THREAD XR-100 RAIL Property Value Material 6000 Series Aluminum Finish Mill Property Value Material 300 Series Stainless Steel Finish Clear XR100 Bonded Splice QuikFoot PRODUCT GUIDE Exploded Product View/B.O.M. – 1 Installation Instructions – 2 Cut Sheets – 3 Specifications – 4 STEEP-SLOPE APPLICATIONS®® QuikFoot – Product Guide ®®877-859-3947 EcoFasten Solar® All content protected under copyright. All rights reserved. 10/09/14 EcoFasten Solar products are protected by the following U.S. Patents: 8,151,522 B2 8,153,700 B2 8,181,398 B2 8,166,713 B2 8,146,299 B2 8,209,914 B2 8,245,454 B2 8,272,174 B2 8,225,557 B2 Required Tools 1.1 Exploded Product View, Bill of Materials Materials Needed for Assembly Item No. Description of Material/Part Quantity 1 QuikFoot Base Plate 1 2 Fastener (Length to be determined)2 3 QuikFoot Flashing 1 4 EPDM Washer 1 5 L-102-3” Bracket * (other options available)1 6 5/16” EPDM Bonded 18.8 SS Washer 1 7 3/8” Stainless Steel Hex Nut 1 5 3 2 1 6 7 4 QuikFoot – Product Guide ®®877-859-3947 EcoFasten Solar® All content protected under copyright. All rights reserved. 10/09/14 EcoFasten Solar products are protected by the following U.S. Patents: 8,151,522 B2 8,153,700 B2 8,181,398 B2 8,166,713 B2 8,146,299 B2 8,209,914 B2 8,245,454 B2 8,272,174 B2 8,225,557 B2 Cut Sheets: QF-AL-Base 3.1 QF-M : 1.5" QF-L : 1.75" 2X .33in 8.38mm 3.25in82.55mm 2.18in55.37mm 1.50in 38.10mm .19in4.76mm .31in7.94mm 3/8"-16 Stud Material: 1:1 289 Harrel StreetMorrisville, VT 05661 Toll Free Phone 1.877.479.9765Toll Free Fax 1.888.766.9994 Cut Sheet - QF-AL-Base 8/27/2014 Installation to be completed in accordance with manufacturer's written specifications and installation instructions.1.See spec sheet or contact manufacturer for detailed material, finishes, and configuration options.2.Contact manufacturer for detailed layout.3.Do not scale drawings.4.Subject to change without notice.5. Scale: See Spec SheetToll Free Phone 1.877.859.3947Toll Free Fax 1.888.766.9994 ASG:EFS:-X QuikFoot – Product Guide 3.2®®877-859-3947 EcoFasten Solar® All content protected under copyright. All rights reserved. 10/09/14 EcoFasten Solar products are protected by the following U.S. Patents: 8,151,522 B2 8,153,700 B2 8,181,398 B2 8,166,713 B2 8,146,299 B2 8,209,914 B2 8,245,454 B2 8,272,174 B2 8,225,557 B2 Cut Sheets: QFL-812 8.00in 203.20mm 12.00in 304.80mm R.38in 9.53mm 3.00in 76.20mm .50in 12.70mm .032in 0.81mm Material: 1:3 289 Harrel StreetMorrisville, VT 05661 Toll Free Phone 1.877.479.9765Toll Free Fax 1.888.766.9994 Cut Sheet - QFL-_-812 4/4/2014 Installation to be completed in accordance with manufacturer's written specifications and installation instructions.1.See spec sheet or contact manufacturer for detailed material, finishes, and configuration options.2.Contact manufacturer for detailed layout.3.Do not scale drawings.4.Subject to change without notice.5. Scale: See Spec SheetToll Free Phone 1.877.859.3947Toll Free Fax 1.888.766.9994 ASG:EFS:-X ®®877-859-3947 EcoFasten Solar® All content protected under copyright. All rights reserved. 10/09/14 EcoFasten Solar products are protected by the following U.S. Patents: 8,151,522 B2 8,153,700 B2 8,181,398 B2 8,166,713 B2 8,146,299 B2 8,209,914 B2 8,245,454 B2 8,272,174 B2 8,225,557 B2 QuikFoot – Product Guide Cut Sheets: Bracket Options - SCL-101-3 ®®®®®3.7 .X = +/- .1.XX = +/- .01.XXX= +/- .005 1 7/8" 5/16" A 46 SERRATIONS 3"1 1/4"3/8" 3/8"+-.006.002 7/8" X 82° 3/4" CLLC R.005 R.010 1/8" R1/16" 2X R.011/8" 60.00° 1/16" 1/4" DETAIL ASCALE 3:1 SHEET 1 OF 1SCALE: 1:1 1/6/2012 MATERIAL: 289 Harrel StreetMorrisville, VT 05661Toll Free Phone 1.877.859.3947Toll Free Fax 1.888.766.9994web www.ecofastensolar.come-mail info@ecofastensolar.com 6000 SERIES ALUMINUM SCL-101-3 QuikFoot – Product Guide ®®877-859-3947 EcoFasten Solar® All content protected under copyright. All rights reserved. 10/09/14 EcoFasten Solar products are protected by the following U.S. Patents: 8,151,522 B2 8,153,700 B2 8,181,398 B2 8,166,713 B2 8,146,299 B2 8,209,914 B2 8,245,454 B2 8,272,174 B2 8,225,557 B2 4.1 Specifi cations PART 1 – GENERAL 1.1 SUMMARY A. WORK INCLUDES 1. QuikFoot base plate attachment bracket that attaches directly to the roof deck. 2. Provide appropriate bracket and fasteners for the roof system. B. RELATED SECTIONS 1. Section 07600: Flashing and Sheet Metal 2. Section 07500: Roofi ng 3. Division 1: Administrative and Procedural Requirements 4. Division 7:Thermal and Moisture Protection 1.2 SYSTEM DESCRIPTION A. COMPONENTS: 1. QuikFoot system consists of aluminum bracket and base plate with (1) stainless steel stud, (1) stainless steel nut, (1) EPDM washer and(1) bonded stainless steel and EPDM washer. 2. Fasteners A. To be of metal compatible with QuikFoot bracket. B. Fasteners should be selected for compat- ibility with the roof deck. C. Fastener strength should exceed or be equal to that of the allowable load of the system. See test data at www.ecofastensolar.com 3. Sealant (if required by roof manufacturer): to be roof manufacturer approved. 4. Aluminum counter-fl ashing 5. Aluminum attachment bracket B. DESIGN REQUIREMENTS: 1. Bracket spacing to be recommended by project engineer. 2. Install a minimum of two fasteners per base plate. 3. It is important to design new structures or assess existing structures to make sure that they can withstand retained loads. 1.3 SUBMITTAL A. Submit manufacturer’s written specifi cations. B. Submit standard product cut sheets. C. Submit installation instructions. D. Submit product specifi c load test data, showing ultimate and allowable load values specifi c to the roof deck specifi ed for the project. 1.4 QUALITY ASSURANCE Installer to be experienced in the installation of specifi ed roofi ng material for no less than 5 years in the area of the project. 1.5 DELIVERY / STORAGE / HANDLING Inspect material upon delivery. Notify manufacturer within 24 hours of any missing or defective items. Keep material dry, covered, and off the ground until installed. PART 2 - PRODUCTS 2.1 MANUFACTURER EcoFasten Solar ® 289 Harrel Street, Morrisville, VT 05661 (877) 859-3947 www.ecofastensolar.com 2.2 MATERIALS A. Attachment Bracket 6000 Series Aluminum (choose one) 1. CP-SQ-Slotted 2. F-111-A 3. P-3-CSK 4. SCL-101-3 5. L-102-3” 6. L-102-6” 7. Z-101 8. Comp Slide 8. Custom B. Base plate is 6000 series aluminum with one PEM Type Press-In Stud 18.8 SS. C. Fasteners to be compatible with chosen roof application and meet specifi ed pull out values as shown in load test data. D. Counter fl ashing is .032 gauge aluminum em- bossed to accept shape of stainless steel base plate 2.3 FINISH A. Bracket is mill fi nish aluminum B. Base fl ashing- Black - kynar painted PART 3 - EXECUTION 3.1 EXAMINATION A. Substrate: Inspect structure on which brackets are to be installed and verify that it will with- stand any additional loading that may be incurred. B. Notify General Contractor of any defi ciencies before installing EcoFasten Solar brackets. C. Verify that roofi ng material has been installed correctly prior to installing solar attachment brackets. 3.2 INSTALLATION A. Comply with architectural drawings and project engineer’s recommendations for location of system. Comply with Manufacturer’s written in- stallation instructions for installation and layout. .X = +/- .1.XX = +/- .01.XXX= +/- .005 1 7/8" 5/16" A 46 SERRATIONS 3"1 1/4"3/8" 3/8"+-.006.002 7/8" X 82° 3/4" CLLC R.005 R.010 1/8" R1/16" 2X R.011/8" 60.00° 1/16" 1/4" DETAIL ASCALE 3:1 SHEET 1 OF 1SCALE: 1:1 1/6/2012 MATERIAL: 289 Harrel StreetMorrisville, VT 05661Toll Free Phone 1.877.859.3947Toll Free Fax 1.888.766.9994web www.ecofastensolar.come-mail info@ecofastensolar.com 6000 SERIES ALUMINUM SCL-101-3 Pioneer Valley PhotoVoltaics Cooperative POLICY DOCUMENT #9 Current version adopted by the Board of Directors on April 28, 2011 Policy # 9 Installation Crew Operating Policy INSTALLATION CREW OPERATING POLICY This policy applies to all PV Squared employees in Massachusetts, but is particularly directed at those involved in the installation of solar electric and other renewable energy systems (licensed electrician, learner/apprentice electrician, licensed constructor supervisor, supervised carpenter and laborer). When engaged in this work as an employee of PV Squared on a PV Squared project site, activities of PV Squared employees are covered under the General Liability Insurance maintained by the Cooperative. It is the intent of this policy to provide clarity to installation situations where the applicable codes and regulations are unclear, ambiguous, or silent. It is possible that a municipal building or electrical inspector could interpret the codes and regulations in a manner that differs from what appears here. But this policy sets out, in writing, how the cooperative interprets legal work requirements and unclear details. It is an internal consensus working model, intended to be revised and improved from time to time. As a general matter, a city’s or town’s Building Commissioner is charged with enforcing the State Building Code, Plumbing and Gas Code, Electrical Code and Architectural Access Code. The commissioner addresses concerns about the safety, accessibility and security of construction of homes and businesses. The commissioner also enforces zoning bylaws. In accordance with Massachusetts General Law, employees of the cooperative who perform electrical tasks and activities must hold a Massachusetts journeymen’s electrician license or be under the direct supervision of such licensed personnel. These tasks and activities include installing electrical wiring, conduits, apparatus, devices, fixtures or other appliances for carrying or using the electricity associated with Renewable Energy Generators (electrically active solar photovoltaic modules, wind turbine-generators, hydroelectric generators, etc.). In no circumstances shall the Massachusetts licensed journeymen have more than one learner or apprentice working with him/her or under his/her supervision. Mounting structures come in a variety of configurations and have differing functional and physical characteristics.A structural component or assembly becomes associated with electrical work as the Renewable Energy Generator is electrically bonded to the mounting structure. Unless otherwise noted in M.G.L. c.143 §§3 through §§60 inclusive, all structural work defined as follows shall not be required to be performed by a Massachusetts licensed journeymen electrician: Structural improvements Elements of a Renewable Energy Generator’s support structure that fall under a building permit (e.g., assembly of top-of-pole mounting structure on steel pole with concrete foundation prior to execution of any required electrical bonding of the support structure and associated renewable energy generator (solar electric module) to the support structure Pioneer Valley PhotoVoltaics Cooperative POLICY DOCUMENT #9 Current version adopted by the Board of Directors on April 28, 2011 Policy # 9 Installation Crew Operating Policy Roof-top mounting support structures including but not limited to posts, stand-offs, flashings, feet, and mounting rails Operation of heavy equipment involved in moving, hoisting, digging and other tasks Earth work, excavation and concrete work Manual labor involved in moving loading and unloading of equipment Moving, hoisting, and attaching an electrically bonded panel assembly (defined as one or more assembled and electrically bonded solar electric modules) to an existing structural support designed to host the panel assembly. Note however that construction of a panel assembly is an electrical task due to the required electrical bonding activities. Repair and Servicing of Installed Equipment Repair or replacement of an electrically bonded and/or energized renewable energy generator (e.g., installed solar electric panel) will be performed by a licensed electrician or properly supervised learner or apprentice working with the licensed electrician. Replacement of an installed inverter must be performed by a licensed electrician or properly supervised learner or apprentice working with the licensed electrician, if the work requires removal of AC and/or DC conduit and associated wiring that originates outside of the installed inverter (e.g., removal of external AC conduit and wiring between the inverter and point of interconnection with the on-site electrical service). Note that this activity may require a wiring permit in some local jurisdictions. This requirement also applies to the servicing of an installed inverter that involves replacement or repair of components and wiring internal to the pre-manufacturer inverter (i.e., factory installed components that were originally shipped with the inverter) even though such activity may not require a wiring permit. Replacement of an installed inverter may also be performed by a qualified technician who may or may not be a licensed electrician or properly supervised learner or apprentice working with a licensed electrician if the inverter is of a “plug and play” design. Such a qualified technician can also performed other tasks that include installation and servicing inverter-based performance monitoring systems (e.g., replacing internal communication cards, making “plug and play” ethernet connections, etc.), assuming these activities do not require creation of a new AC power source circuit to operate the communication system(s). Non Electrical Work at a typical PV Squared installation:  All Material Handling tasks o Module prep and moving o Ladder lift set up o Ladder set up o Trash/recycling removal and sorting  Structural Improvements o All carpentry work  Roof Mount Array o Fall protection anchor setup and removal o Layout and mounting bases o Racking up to but not including “bonding/grounding related activities” o Leveling of racking o Sealing seams/patching roofing/additional flashing  Ground mount array o Site work, earth moving o Trenching/digging o Construction of racking up to but not including “bonding/grounding related activities”  Conduit run o Making holes in structure o Fire blocking, sealing penetrations o Stickers  Power Board o Build wall, hang plywood o Stickers  Interconnection o Stickers  Monitoring o Wifi options o Any “plug and play” devices o Programming of monitoring devices o Computer based activities  Installation completion o Final building inspections o Install pictures - See checklist o Update one line and roof drawings to reflect as built o Completion checklist o Notes for others o COC left onsite  Misc o Truck Organizing o Material List, ordering o Daily check-in o Customer interaction and training activities