Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
36-401 (5)
66 EMERSON WAY BP-2019-0425 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 36-401 CITY OF NORTHAMPTON Lot:-001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: SOLAR ELECTRIC SYSTEM BUILDING PERMIT Permit# BP-2019-0425 Proiect# JS-2019-000685 Est.Cost: $57329.00 Fee:$75.00 PERMISSION IS HEREBY GRANTED TO: Const.Class: Contractor: License: Use Grout. PIONEER VALLEY PHOTOVOLTAICS 111266 Lot Size(sq.ft.): 11630.52 Owner: KELLEY JOHN tonin.z: Applicant: PIONEER VALLEY PHOTOVOLTAICS AT. 66 EMERSON WAY Applicant Address: Phone: Insurance: 311 WELLS ST - SUITE B (413) 772-8788 Workers Compensation GREEN FIELDMA01301 ISSUED ON.1011212018 0:00:00 TO PERFORM THE FOLLOWING WORK.-ROOF MOUNTED SOLAR PV SYSTEM - 14.4 KW - 40 PANELS POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Deaartonent Fireplace/Chimney: Rough: 4i1: Insulation: Final: smou: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Sisnature: FeeTyipe: Date Paid: Amount: Building 10/12/2018 0:00:00 $75.00 212 Main Street,Phone(413)587-1240,Fax:(413)587-1272 Louis Hasbrouck—Building Commissioner filar' _ Department use only ._ � � > .�i > City of Northampton Status of Permit - Building Department Curb Cut/Driveway Permit 212 Main Street Sewer/Septic Availability OCT - 5 2018 j Room 100 Water/Well Availability, orthampton, MA 01060 Two Sets of Structural Plans e 41 -5877240 Fax 413-587-1272 Plot/Site Plans DEPT.OF 13LJILDING INSPECTIONS Other Specify NOR HAMPTON.MA 01060 APPLICATION TO CONSTRUCT,ALTER,REPAIR,RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION g' ` L r '�6' 1.1 Property Address: This section to be completed by office 66 Emerson Way, Northampton MA Map Lot 4-1101 unit Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: John Kelley 66 Emerson Way,Northampton,MA 01060 Name(Print) Current Mailing Address: (858)539-9158 See attachment (A) Telephone Signature 2.2 Authorized Auent: Pioneer Valley Photovoltaics Cooperative,LLC 311 Wells Street, Suite 13,Greenfield,MA,01301 Name(Print) / Current Mailing Address: l 413-772-8788 Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS _F Item Estimated Cost(Dollars)to be Official Use Only completed by permit applicant 1. Building $57,329 (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=0 +2+3+4+5) $57,329 Check Number This Section For Official Use Only Building Permit Number: Date Issued: Signature: �� Ltd lg —v Building Commissioner/Inspector of Buildings Date s , 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 ! s Lot Size -- Frontage Setbacks Front f Side L: R: Li' R: Rear Building Height Bldg. Square Footage % Open Space Footage % (Lot area minus bldg&paved . j parking) #of Parking Spaces Fill: i ! volume&Location i A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO © DONT KNOW Q YES IF YES, date issued:' IF YES: Was the permit recorded at the Registry of Deeds? NO Q DON'T KNOW e YES 0 IF YES: enter Book Paget and/or Document#I B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW © YES Q 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 Q IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES Q NO 0 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 0 NO Q IF YES,then a Northampton Storm Water Management Permit from the DPW is required. SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable) New House ❑ Addition ❑ Replacement Windows Alteration(s) Roofing ❑ Or Doors D Accessory Bldg. ❑ Demolition ❑ New Signs [❑] Decks [[:] Siding[01 Other[dj Brief Description of Proposed Work: Installation of roof mounted photo-voltaic system on South roof of residence Alteration of existing bedroom Yes X No Adding new bedroom Yes X No Attached Narrative Renovating unfinished basement Yes x No Plans Attached Roll -Sheet 6a,If New house and or addition to existinla housing, complete the followinla: 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. I. Septic Tank City Sewer Private well City water Supply SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT John Kelley I, ,as Owner of the subject , property hereby authorize Philippe Rigollaud to act on my behalf, in all matters relative to work authorized by this building permit application. See attachment (A) 9 . 25 . 2018 Signature of Owner Date Philippe Rigollaud as9waeF/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. PHILIPPE RIGOLLAUD Print Name 9 . 25 .2018 Signature of ne t Date SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder: Daniel Gomez Gonzalez CS-111266 License Number 43 Hatfield Street , Northampton MA 01060 03/14/2021 Address Expiration Date r / 413-772-8788 Signature Telephone 8.Reaistered Home Improvement Contractor: Not Applicable ❑ Pioneer Vallev Photovoltaics Cooperative, LLC 140077 Company Name Registration Number 311 Wells Street, Suite B, Greenfield, MA, 01301 09/15/2019 Address Expiration Date Telephone 413-772-8788 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:...... 0 No...... ❑ 11. - Home Owner Exemption The current exemption for"homeowners"was extended to include Owner-occupied Dwellings of one(1) or two(2)families and to allow such homeowner to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor.CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner:Person(s)who own a parcel of land on which he/she resides or intends to reside,on which there is,or is intended to be,a one or two family dwelling,attached or detached structures accessory to such use and/or farm structures.A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such"homeowner"shall submit to the Building Official,on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the buildine permit. As acting Construction Supervisor your presence on the job site will be required from time to time,during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152(Workers'Compensation) and Chapter 153(Liability of Employers to Employees for injuries not resulting in Death)of the Massachusetts General Laws Annotated,you may be liable for person(s) you hire to perform work for you under this permit. The undersigned"homeowner"certifies and assumes responsibility for compliance with the State Building Code,City of Northampton Ordinances,State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature SEP 1 1 2018 AUTHORIZATION TO PROCEED AND SERVE AS AUTHORIZED AGENT I hereby agree to the Project as set out above,and I agree to pay the contract price according to the Terms of Payment. I further agree to the Terms and Conditions attached hereto as a part of this Proposal and Agreement. I hereby authorize Pioneer Valley Photovoltaics Cooperative to proceed with the above-referenced Project in accordance with this Agreement. I further authorize Pioneer Valley PhotoVoltaics Cooperative,or its designated representative,to obtain required permits for this project on behalf of the Owner. I will allow any photographs or videos of this project to be used by Pioneer Valley PhotoVoltaics Cooperative for marketing purposes. A check for the First Payment is enclosed and I am returning this Agreement within 21 days of the Proposal date. John Kelley 9/10/2018 Printed Name Date Signatur Title Proposal and Agreement#00014003 Page 6 of 12 John Kelley-August 2,2018 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 Leeibly Name (Business/Organization/Individual):Pioneer Valley PhotoVoltaics Cooperative Inc. DBA PV Squared Solar Address:311 Wells Street, SuiteB City/State/Zip:Greenfield MA 01301 Phone #:413-772-8788 Are you an employer?Check the appropriate box: Type of project(required): 1.Q I am a employer with 48 employees(full and/or part-time).* 7. ❑New construction 2.❑1 am a sole proprietor or partnership and have no employees working for me in S. ❑Remodeling any capacity.[No workers'comp.insurance required.] 9. El Demolition 371 lain a homeowner doing all work myself.[No workers'comp.insurance required.]t 10E]Building addition 4.❑1 am a homeowner and will be hiring contractors to conduct all work on my property. 1 will ensure that all contractors either have workers'compensation insurance or are sole 11.❑Electrical repairs or additions proprietors with no employees. 12.❑Plumbing repairs or additions 5.❑1 am a general contractor and I have hired the sub-contractors listed on the attached sheet. 13.[:]Roof repairs These sub-contractors have employees and have workers'comp.insurance3 14.❑✓ Other Solar PV 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.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. tContractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name:HDI Global Insurance Co/Energi Policy#or Self-ins.Lic.#:EWGCR0002412118 Expiration Date:01/01/2019 66 Emerson Way Northampton, MA 01060 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. Si nature: // Date: 9/25/2018 Phone#:413-772-8788 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#: DATE(MMIDDIYYYY) A�O® CERTIFICATE OF LIABILITY INSURANCE 01/0312018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Linda Powers Webber 8 Grinnell PHONE (413)586-0111I FAX A!c Nu): (413)586-6481 r n: 8 North King Street A-MAIL : 1powers@webberandgrinneli.com INSURER(S)AFFORDING COVERAGE NAIC# Northampton MA 01060 INSURERA: HDI Global Ins.Co/Energi INSURED INSURER 8: Markel/Energi Pioneer Valley Photovoltaics Cooperative,Inc. INSURER C: Inter'I Ins.Co of Hannover/Energi Attn Kim Pinkham INSURER D: 311 Wells Street Suite B INSURER E Greenfield MA 01301 INSURER F: COVERAGES CERTIFICATE NUMBER: Master Exp 1-2019 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSIR AIJUL bUbK POLICY EFF POLICY EXP LTR TYPE OF INSURANCE INSD WVO POLICY NUMBER (MMIDD/YYYY) (MMIDDIYYYY) LIMITS X COMMERCIAL GENERAL LUIBILITY EACH OCCURRENCE $ 1,000,000 CLAIMS-MADE ©OCCUR DAMAGE TO RENTE PREMISES Ea occurrence) $ 100,000 MED EXP(Any one person) $ Excluded A EGGCR0002412118 01/01/2018 01101/2019 PERSONAL&ADV INJURY $ 1,000,000 GEN'LAGGREGATE LIMIT APPLIES PER. GENERAL AGGREGATE $ 2,000,000 X POLICY ❑PECT [--]LOC PRODUCTS-COMP/OPAGG $ 2;000,000 OTHER S AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ 1,000,000 Ea accident X ANY AUTO BODILY INJURY(Per Person) $ A OWNED SCHEDULED EAGCR000241218 01/01/2018 01/01/2019 BODILY INJURY(Per accident) $ AUTOS ONLY AUTOS HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY Peraccident Underinsured motorist BI $ 20,000 X UMBRELLALIAB OCCUR EACHOCCURRENCE S 3,000,000 B ExCESSLIAB CLAIMS-MADE 18EFXNE60457 01/01/2018 01/01/2019 AGGREGATE $ 3,000,000 DED I I RETENTION$ $ WORKERS COMPENSATION AND EMPLOYERS'LIABILITY ofN STATUTE ER1,000,000 H Y/N A ANY PROPRIETORIPARTNERIEXECUTA'E E.L.EACH ACCIDENT S OFFICER/MEMBEREXCLUDED? N/A EWGCR0002412118 01/01/2018 01101/2019 (Mandatory in NH) EL.DISEASE-EAEMPLOYEE $ 1,000,000 If yes,describe under 1,000,000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT S Business Pers Property $1,750,000 Commercial Property C CPR18E17801 01/0112018 01/01/2019 Installation $350,000 DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES (ACORD 101,Additional Remarks Schedule,maybe attached if more space is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN Evidence of Insurance ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE A1" (9)1988-2015 ACORD CORPORATION. All rights reserved. ACORD 26(2015103) The ACORD name and logo are registered marks of ACORD Commonwealth of Massachusetts Division of Professional Lilcensure Board of Building Regulations and Standards i-onstruction `Supervisor CS-111266 Expires: 0311412021 DANIEL GOMEZ-GOND 43 HATFIELD STREET NORTHAM PTON MIA 0 060 Commissioner . f�i ��rrrr�irr���ir rrl�i�//t r� ��i��ir�r'�rr•.%r•//i Office of Consumer Affairs and Business Regulation One Ashburton Place - Suite 1301 Boston, Massachusetts 02108 Nome Improvement Contractor Registration t ype corporal on neglStralion. 140077 PIONEER VALLEYPHOIOVOL1AIC5 COUP Expiration 09'1512019 31 1 4ti EI.t S ST SUITE S GF3E_ENF-!EL(1.MA 01301 Updatr_Address and Rclurn Card fwhc e of Gorr,i�maJdiaus d t3,r6rncss RcGui�l:o,. I IOt.1E IMPROVEMEW CONMACTOF: Hcglstrutton valid for mdrvldual use only TYPE'(" before the eapuednn datc. t!Lound retu{fr!c: litgfstr lS-o fxp;rjstFou OffiCt of Consumer Aft.'ors,and Eusrnvl,!, t;SR7�=.r7 1()f'elh PWZ! SuIN t t (. w i':'i;i valit', vv119'SQ:!f clGtleSUtE Kelley-Northampton I Owner: John Kelley � `- Address: 66 Emerson Way � r Northampton, MA 01060 s Phone: (858) 539-9158 a x x -m I iohnCc�kellev.ca � •� ;��� � 4 �� System Size 14.4 kW DC �� V Array: (40) SunPower SPR-X22-360 modules on South roof of Residence. (4) Rows in portrait and (1) row in landscape. See drawing right. Mounting: IronRidge Rails on L-Feet on Quickfoot bases. See data sheets. Roof Structure: Trussed roof @ 24"OC. 401 pitch. See attached stamped truss documents and information Roofing Material: asphalt composite shingles PROJECT INFORMATION: Q 'SQU4 4 • Owner: John Kelley • Address: 66 Emerson Way Florence, MA 01062 • �Ar • •oo • Phone: (858)539-9158 PV Squared Solar 311 wells street,Suite B • Email: john@kelley.ca Greenfield,MA 01301 design@epvsquared.coop • System Size: 14.4 kW 413-772.8788 • Modules: SunPower X22-360 JOB: Kelley • Rail: Ironridge XR100 w • Bases: Ecofasten Quikfoot SITE: 66 Emerson Way • Snow Load: 40 lbs Florence,MA 01062 • Wind Speed: 117 mph REVISIONS: ROOF STRUCTURE: • 400 Trusses @ 24"O.C. ROOF MATERIAL: • Asphalt Shingles PROJECT NOTES: 1. Framing location to be verified on site. 2. Slide rail assembly as needed to avoid interfering with splices or bases. Site Plan A 3. Unless otherwise noted bases are staggered No Scale and spaced at 48"O.C. 4. Additional or alternative bases may be used BILL OF MATERIALS to meet actual roof conditions. CIT PART MAKE MODEL TITLE: Site Plan 86 Base Ecofasten Quikfoot 192 Fastener GRK RSS 5/16"X 3-1/8" FDN#: 12142 BY: JG 14 lRail Ironridge 17'XR100 BLK SATE: 9rz8rz01s 6 Rail Ironridge 14'XR100 BLK SCALE: As shown 10 Rail Splice Ironridge XR100 SIZE: s.s"x 11" 90 Midclamp Ironridge XR100 A-01 20 Endclamp Ironridge XR100 A-0 1 1 40 Module SunPower X22-360 (Sheet 1 of 2) gcnU4 Ecofasten Quikfoot Array centered //�•1�� fastened to rafters @ between gables and 1� f 48"O.C.TYP. -6"from ridge. s �411* + sow► PV Squared Solar — — — — — — — — 311 Wells Sheet Suite B Greenfield,MA 01301 design@pvsquared.coop 413-772-8788 — — — — — — — — — — JOB: Kelley SITE: 66 Emerson Way Florence,MA 01062 REVISIONS: 40 O� O 00 — — — — — — — — — — fti'1 N c M 17' q 14' O i Q — — — — — — — 1L q1 ' Use blocking or — — decking 14' _ _ _ _ _ _ _ 14. attachments at edges as needed. TITLE: Array Layout FDN#: 12142 BY: JG Array 3733/4" DATE: 9/2812018 Roof 391" SCALE: 3/16"=r-0" SIZE: 8.5"x 11" Clamp Torque: 80 in-lbs L-Foot Torque: 250 in-lbs /� _O Max Span: 66" A Max Cantilever: 22" Module Size: 61-5/16"x 41-3/16"x 1-13/16"(46mm) (Sheet 2of2) Job Truss Truss TypeQty Ply 66 Emerson Way Northampton,MA 17030171J G03SGE COMMON GIRDER 1 Q 3 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:31 2018 Page 1 ID:CjUYwMGN7UQAGgvzsgA7fmzYms4-QggxkTaN1 VkCyk_wQ?XG?DD91 ilTi?V_s_?4mybmU -1-0-0 5-7-12 11-0-0 16-4-4 22-0-0 23-0-p -0- 5-7-12 5-4 4 5-4 4 5-7-12 -0- 6x6 Scale=1:72. Only one ply studded 4 O NOT install backwards in fje, II 1.50 II 10.00 12 1.5x3 II 1.5x3 II 1.50 11 37 39 1.5x3 11 5x8�i 5x6�� 3 5 3 3 1.50 11 15 1 E 1.5x3 II 2 2 8 11 2 3x8 4 1 E14 ;it 1 1 4112 H 3x II 3 I Awl '�` 39 40 13 41 42 43 12 44 45 HUS26 HUS26 4x10 II 1 110o 1122 HUS26 4x8 11 HUS26 10x12= 11 10V47 8 48 9692#�2781�US26 HUS26 HUS26 HUS26 H6MAM&9J49l5M2#/-129# 535#/-41# 5-7-12 11-0-0 15-0-8 f 6-4 4 22-0-0 5 7-12 5 4 4 4-0-8 -3-1 5-7-12 Plate Offsets X Y-- [2:0-0-4,0-0-31,12:0-7-14,0-0-71, 2:Ed a 0-5- [6:0-0-7,0-3-51,[6:0-0-3,0-0-41,[12:0-6-0,0-6-01,[13:0-6-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.1012-13 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.39 Vert(TL) -0.1612-13 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.02 11 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 Matrix-MS Wind(LL) 0.0212-13 >999 360 Weight:545 Ib FT=4%, BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 10-0-0 oc bracing:2-13,12-13. OTHERS 2x4 SPF No.2 WEDGE Left:2x10 SP 240OF 2.OE,Right:2x4 SPF No.2 REACTIONS. (lb/size) 2=9680/0-5-8,10=4748/7-3-0,6=511/7-3-0,11=6808/7-3-0,11=6808/7-3-0,9=2703/7-3-0,8=4042/7-3-0 Max Horz 2=-209(LC 5) Max Uplift2=-278(LC 7),10=-165(LC 8),6=-41(LC 8),11=-155(LC 7),9=-64(LC 6),8=-129(LC 8) Max Grav2=9692(LC 2),10=4748(LC 1),6=535(LC 3),11=6808(LC 1),11=6808(LC 1),9=2723(LC 2),8=4042(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/115,2-3=-10341/298,3-37=-4937/206,4-37=-4818/230,4-38=-4818/229,5-38=-4995/198,5-6=-36/528,6-7=0/115 BOT CHORD 2-39=-276/7744,39-40=-276/7744,13-40=-276/7744,13-41=-276/7744,41-42=-276/7744,42-43=-276/7744,12-43=-276/7744,12-44=-345/87,44-45=-345/87, 11-45=-345/87,11-46=-345/87,10-46=-345/87,9-10=-345/87,9-47=-345/87,8-47=-345/87,8-48=-345/87,6-48=-345/87 WEBS 4-12=-204/5576,5-12=-165/5653,5-10=-7761/232,3-12=-5699/267,3-13=-145/7013 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x8-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 5-10 2x4-1 row at 0-4-0 oc,member 3-13 2x4-1 row at 0-4-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 4) 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. 5)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.10 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 8)All plates are 3x6 MT20 unless otherwise indicated. 9)Gable studs spaced at 2-0-0 oc. " 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide between the bottom chord and any other members. l� ' 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 278 Ib uplift at joint 2,165 Ib uplift at 41 Ib uplift at joint 6,155 Ib uplift at joint 11,64 Ib uplift at joint 9 and 129 Ib uplift at joint 8. 13)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and refer t�ALEc�UTP-RA Ln 1 standard ANSI/TPI 1. 1 14)Use USP HUS26(With 16d nails into Girder&16d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-0 from le STRUCT Uf L end to 20-0-0 to connect truss(es)T01 A(1 ply 2x4 SPF)to back face of bottom chord. 4R21 15)Fill all nail holes where hanger is in contact with lumber. 16)Studding applied to ply:1(Front) ISTEp <� LOAD CASE(S) Standard S$hhnh' 09/21/2018 Continued on page 2 Job Truss Truss Type Qry Ply 66 Emerson Way Northampton,MA 17030171J G03SGE COMMON GIRDER 1 3 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:31 2018 Page 2 ID:CjUYwMGN7UQAGgvzsgA7fmzYms4-QggxkTaN1 VkCyk_wQ?XG?DD91 ilTi?V_s_?4m-rbmU LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-100,4-7=-100,31-34=-20 Concentrated Loads(lb) Vert:39=-2565(B)40=-2565(B)41=-2565(B)42=-2565(B)43=-2565(B)44=-2565(B)45=-2565(B)46=-2565(6)47=-2565(B)48=-2565(B) SNOF Vit%, U JUAN J. v RALES•Ul STRUCTU 21 STfP SSNA 09/21/2018 Job Truss Truss Type Oty Ply 66 Emerson Way Northampton,MA 17030171J T01 COMMON 6 1 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:32 2018 Page 1 I D:CjUYwMGN7UQAGgvzsgA7fmzYms4-uOEJxpb?ops3auZ6zj2VYRmFs6bORPy75ekdJOybmUr a-o p 9-4-12 18-6-0 27-7-4 37-0-0 36-0,0 0 9-4-12 9-1-4 9-1-4 9-4-12 0- 6x6 Scale=1:87. 8.00 V2 6 4x8 i 5 25 264x8 4x6 i 4x6 4 8 W2 W2 4x6 i 4x6 3 9 12 119 27 16 15 28 14 29 13 12 30 3x10 MT20HS= 4x8— 1.5x3 I I 5x10 11 26SW08f# 1.5x3 11 — 2655#/-86# 3x10 MT20HS= 94-12 18-6-0 27-7-4 37-0-0 9-4-12 9-1-4 9-1-4 9 4-12 Plate Offsets(X,Y)-- [2:0-4-14,0-0-11,[10:0-4-14,0-0-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.2312-14 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.63 Vert(TL) -0.4312-14 >999 180 MT20HS 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 k Code IRC2009lrP12007 Matrix-MS Wind(LL) 0.0416-19 >999 360 Weight:188 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc purlins. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 8-14,4-14 SLIDER Left 2x6 SPF No.2 1-11-12,Right 2x6 SPF No.2 1-11-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=2655/0-5-8,10=2655/0-5-8 Max Horz 2=-282(LC 6) Max Uplift2=-86(LC 8),10=-86(LC 9) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100,2-3=-1073/35,3-4=-3587/444,4-5=-2515/399,5-25=-2327/413,6-25=-2255/445,6-26=-2255/445,7-26=-2327/413,7-8=-2515/399,8-9=-3587/444, 9-10=-1073/35,10-11=0/100 BOT CHORD 2-27=-202/2791,16-27=-202/2791,15-16=-202/2791,15-28=-202/2791,14-28=-202/2791,14-29=-202/2791,13-29=-202/2791,12-13=-202/2791I 12-30=-202/2791,10-30=-202/2791 WEBS 6-14=-257/1620,8-14=-1277/292,8-12=0/433,4-14=-1277/292,4-16=0/433 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp B;Enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 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 40.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=I O.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 Ib uplift at joint 2 and 86 Ib uplift at joint 10. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �F AN J. v F(ALES-UI "114 rr� S1RucluF L 21 iST ,.< S'SnJNAIE � 09/21/2018 Job rT01 TrussType Qty Ply 66 Emerson Way Northampton,MA 17030171) COMMON 11 1 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 M]Tek Industries,Inc. Thu Sep 20 11:18:32 2018 Page 1 I D:q UYwMGN7UQAGgvzsgA7fmzYms4-u0 EJxpb?ops3auZ6zj2VYRmFj6ZkRNv75ekdJQybm U r -�-0-p 9-4-12 I 18-6-0 I 27-7-4 I 37-7-8 0- 9-4-12 9-1-4 9-1 4 10-0-4 6x6 Scale=1:87. 8.00 V2 6 4x8 i 22 >W2 5 4x6 i 4x6 4 8 Wl W2 4x8 i 3 12 9 /1 24 14 13 25 12 26 11 10 27 269169t880a 300 MT20HS= 48= 1.50 II 46= 1.50 II 3x10 MT20HS= 9-4- -737-7-8 §:4_ _: i _12 9-1-4 9-14 10-0-4 Plate Offsets X Y-- [2:0-4-14,0-0-11,[9:0-0-0,0-0-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.2710-21 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.5210-21 >868 180 MT20HS 148/108 BCDL 10.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.14 9 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2009/TP12007 Matrix-MS Wind(LL) 0.0710-21 >999 360 Weight:185 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc purlins. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 4-12,8-12 SLIDER Left 2x6 SPF No.2 1-11-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=2699/0-5-8,9=2585/Mechanical Max Horz 2=294(LC 7) Max Uplift2=-86(LC 8),9=-57(LC 9) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100,2-3--1077/36,3-4=-3662/453,4-5=-2588/408,5-22=-2395/422,6-22=-2324/454,6-23=-2324/457,7-23=-2419/425,7-8=-2607/411,8-9=-3870/466 BOT CHORD 2-24=-231/2852,14-24=-231/2852,13-14=-231/2852,13-25=-231/2852,12-25=-231/2852,12-26=-253/3031,11-26=-253/3031,10-11=-253/3031, 10-27=-253/3031,9-27=-253/3031 WEBS 4-14=0/436,4-12=-1277/292,6-12=-273/1743,8-12=-1500/320,8-10=0/492 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MW FRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 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 40.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 Ib uplift at joint 2 and 57 Ib uplift at joint 9. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard pF JUAN J. J v RALES-UT RA 0 STRUCTUf L 21 IST c SSAAAt h 09/21/2018 Job Truss Truss Type Qty Ply 66 Emerson Way Northampton,MA 17030171 T01AGE COMMON SUPPORTED GAB 1 1 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:33 2018 Page 1 ID:Cj UYwMG N7UQAGgvzsgA7fmzYms4-MCoh99bdZ7_wB281XQZk4e IYg W4 WA_G HKI UBrsybm U -o p 18-6-0 37-7-8 -0- 18-6-0 19-1-8 6x6. Scale=1:86. 8.00 12 2x4 II 13 2x4 II 2x4 11 4x6 i 12 14 46 2x4 11 4x8 i 43 11 15 4x8 2x4 11 9 10 16 172x4 11 .2x4 II 8 18 2x4 11 2x4 11 7 19 2x4 II 9 2x4 11 6 C 19 8 20 2x4 11 1 2x411 5 5 6 6 5 21 2x411 4x4 G HW1 3 4 3 4 22 2 3 2 2 1 1 1 23 I4 a 46 II 42 41 40 39 38 36 35 34 33 32 31 30 28 27 26 25 24 46= 37 29 3x6= 3x4= 3x4= 3x6= 37-7-8 37-7-8 1 Plate Offsets X Y-- [23:0-0-0,0-0-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 1 n/r 180 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1 n/r 80 TCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 23 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 Matrix-S Weight:287 Ib FT=4% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS T-Brace: 2x4 SPF No.2-13-33,12-34,11-35,10-36, OTHERS 2x4 SPF No.2 14-32,15-31,16-30 SLIDER Left 2x4 SPF No.2 1-7-10 Fasten(2X) T and I braces to narrow edge of web with IOd(0.131"x3") nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS. (lb/size) 2=290/37-7-8,33=181/37-7-8,34=237/37-7-8,35=243/37-7-8,36=240/37-7-8,38=240/37-7-8,39=240/37-7-8,40=241/37-7-8,41=234/37-7-8, 42=264/37-7-8,32=237/37-7-8,31=243/37-7-8,30=240/37-7-81 28=240/37-7-8,27=239/37-7-8,26=246/37-7-8,25=198/37-7-8,24=375/37-7-8, 23=186/37-7-8 Max Horz 2=298(LC 7) Max Uplift2=-121(LC 6),34=-17(LC 7),35=-45(LC 8),36=-38(LC 8),38=-36(LC 8),39=-37(LC 8),40=-38(LC 8),41=-25(LC 8),42=108(LC 7),31=-48(LC 9), 30=-38(LC 9),28=-36(LC 9),27=-37(LC 9),26=-37(LC 9),25=-31(LC 9),24=-65(LC 9),23=-4(LC 7) Max Grav2=290(LC 2),33=185(LC 3),34=355(LC 2),35=362(LC 2),36=284(LC 2),38=240(LC 1),39=240(LC 1),40=241(LC 2),41=234(LC 2),42=264(LC 1), 32=356(LC 3),31=368(LC 3),30=301(LC 3),28=240(LC 1),27=239(LC 1),26=247(LC 3),25=198(LC 3),24=375(LC 3),23=186(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16,2-3=-315/196,3-4=-303/201,4-5=-225/170,5-6=-1 99/1,74,6-7=-163/171,7-8=-128/170,8-9=-108/162, 9-10=-83/168,10-43=-1 30/198,11-43=-53/208,11-12=-144/273,12-13=-1 44/299,13-14=-142/299,14-15=-143/273, 15-16=-138/208,16-17=-34/149,17-18=-108/143,18-19=108/92,19-20=-108/51,20-21=-106/53,21-22=-124/52, 22-23=-182/64 BOT CHORD 2-42=-44/177,41-42=-44/177,40-41=-44/177,39-40=-44/177,38-39=-44/177,37-38=-44/177,36-37=-44/177, 35-36=-44/177,34-35=-44/177,33-34=-44/177,32-33=-44/177,31-32=-44/177,30-31=-44/177,29-30=-44/177, 28-29=-44/177,27-28=-44/177,26-27=-44/177,25-26=-44/177,24-25=-44/177,23-24=-44/177 WEBS 13-33=-216/0,12-34=-315/37,11-35=-322/99,10-36=-244/87,8-38=-200/83,7-39=-200/84,6-40=-201/85,5-41=-197/73, 4-42=-214/143,14-32=-316/25,15-31=-328/99,16-30=-261/87,18-28=-200/83,19-27=-200/84,20-26=-204/85, 21-25=-168/71,22-24=-307/136 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. �U 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 40.0 psf on overhangs �OF 4, non-concurrent with other live loads. 6)All plates are 1.5x3 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. R 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p JUAN 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 WiN between the bottom chord and any other members. ST FIUCI LI L 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 121 Ib uplift at joint 2,17 Ib uplift at' 4, 21 45 Ib uplift at joint 35,38 Ib uplift at joint 36,36 Ib uplift at joint 38,37 Ib uplift at joint 39,38 Ib uplift at joint 40,25 Ib uplift at j ' Ib uplift at joint 42,48 Ib uplift at joint 31,38 Ib uplift at joint 30,36 Ib uplift at joint 28,37 Ib uplift at joint 27,37 Ib uplift at joint 26,3 IST uplift at joint 25,65 Ib uplift at joint 24 and 4 Ib uplift at joint 23. 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced SSNJNAI standard ANSI/TPI 1. 13)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 09/21/2018 Job Truss Truss Type Qty Ply 66 Emerson Way Northampton,MA 17030171J T01GE COMMON SUPPORTED GAB 1 1 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:34 2018 Page 1 ID:CjUYwMGN7UQAGgvzsgA7fmzYms4-gPM4M UcFKQ6npgU584zdsrjOwPxvR WQZyDkNlybmUp 1-0 p 18-" 37-0-0 31i-0 0 -0- 18-6-0 18-6-0 0- 6x6 Scale=1:86. 8.00 12 2x4 II 13 2x4 II 2x4 11 46 G 12 14 46 2x4 11 4x8 G 11 15 48 2x4 II 910 16 172x4 II 2x4 11 8 18 2x4 II 2x4 II 7 19 2x4 II 9 2x4 116 8 18 20 2x4 II 2x4 11 5 5 6 6 5 21 2x4 II 4x4 i'W1 4 22 4x4,� 3 3 23 2 3 2 2 Q 1 1 1 24 25 4x6 II 44 43 42 41 40 38 37 36 35 34 33 32 30 29 28 27 26 06 II 39 31 3x6= 3x4= 3x4= 3x6= 37-0-0 37-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 25 n/r 180 MT20 197/144 (Roof Snow-40.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 25 n/r 80 BCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 24 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC20091TP12007 Matrix-S Weight:289 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS T-Brace: 2x4 SPF No.2-13-35,12-36,11-37,10-38, OTHERS 2x4 SPF No.2 14-34,15-33,16-32 SLIDER Left 2x4 SPF No.2 1-7-10,Right 2x4 SPF No.2 1-7-10 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. REACTIONS. (Ib/size) 2=293/37-0-0,35=178/37-0-0,36=237/37-0-0,37=243/37-0-0,38=240/37-0-0,40=240/37-0-0,41=240/37-0-0,42=241/37-0-0,43=234/37-0-0, 44=263/37-0-0,34=237/37-0-0,33=243/37-0-0,32=240/37-0-0,30=240/37-0-0,29=240/37-0-0,28=241/37-0-0,27=234/37-0-01 26=263/37-0-01 24=293/37-0-0 Max Horz 2=296(LC 7) Max Uplift2=-123(LC 6),36=-17(LC 7),37=-46(LC 8),38=-38(LC 8),40=-36(LC 8),41=-37(LC 8),42=-38(LC 8),43=-26(LC 8),44=-109(LC 7),33=-48(LC 9), 32=-38(LC 9),30=-36(LC 9),29=-37(LC 9),28=-37(LC 9),27=-28(LC 9),26=-82(LC 9),24=-26(LC 7) Max Grav2=293(LC 1),35=182(LC 2),36=356(LC 2),37=368(LC 2),38=301(LC 2),40=240(LC 1),41=240(LC 1),42=241(LC 2),43=234(LC 1),44=264(LC 2), 34=356(LC 3),33=368(LC 3),32=301(LC 3),30=240(LC 1),29=240(LC 1),28=241(LC 3),27=234(LC 1),26=264(LC 3),24=293(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16,2-3=-316/200,3-4=-304/205,4-5=-226/173,5-6=-200/177,6-7=-164/175,7-8=-129/173,8-9=-112/166, 9-10=-84/171,10-11=-141/213,11-12=-147/279,12-13=-146/304,13-14=-146/304,14-15=-147/279,15-16=-141/213, 16-17=-35/154,17-18=-112/148,18-19=-112/97,19-20=-112/50,20-21=-112/52,21-22=-113/51,22-23=-168/65, 23-24=-178/59,24-25=0/16 BOT CHORD 2-44=-41/178,43-44=-41/178,42-43=-41/178,41-42=-41/178,40-41=-41/178,39-40=-41/178,38-39=-41/178, 37-38=-41/178,36-37=-41/178,35-36=-41/178,34-35=-41/178,33-34=-41/178,32-33=-41/178,31-32=-41/178, 30-31=-41/178,29-30=-41/178,28-29=-41/178,27-28=-41/178,26-27=-41/178,24-26=-41/178 WEBS 13-35=-221/0,12-36=-316/37,11-37=-328/100,10-38=-261/87,8-40=-200/83,7-41=-200/84,6-42=-201/85,5-43=-197/73, 4-44=-213/142,14-34=-316/24,15-33=-328/100,16-32=-261/87,18-30=-200/83,19-29=-200/84,20-28=-201/85, 21-27=-197/73,22-26=-213/142 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=40.0 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 40.0 psf on overhangs W non-concurrent with other live loads. 6)Alllates are 1.5x3 MT20 unless otherwise indicated. �-N�F 11q . 7)Gable requires continuous bottom chord bearing. �y&Y 8)Gable studs spaced at 2-0-0 oc. r u 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. JUAN J. 1 10)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 t RALESUT -111A Op"between the bottom chord and any other members. v 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 123 Ib uplift at joint 2,17 Ib uplift at it 36 STRUM L 46 Ib uplift at joint 37,38 Ib uplift at joint 38,36 Ib uplift at joint 40,37 Ib uplift at joint 41,38 Ib uplift at joint 42,26 Ib uplift at joint 0 4q211- lb 21Ib uplift at joint 44,48 Ib uplift at joint 33,38 Ib uplift at joint 32,36 Ib uplift at joint 30,37 Ib uplift at joint 29,37 Ib uplift at join uplift at joint 27,82 Ib uplift at joint 26 and 26 Ib uplift at joint 24. fST 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenc e J Standard ANSI/TPI 1. SS-NAIE 13)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard 09/21/2018 Job Truss Truss Type Qty Ply 66 Emerson Way Northampton,MA 17030171) T02GE Common Supported Gable 1 1 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:35 2018 Page 1 I D:q UYwMGN7U0AGgvzsgA7fmzYms4-IbwSZgdt5kEe RM I hfrbCA30tzKloeveZ nbzHwlybm U 1-0-o, 7-7-4 15-2-8 ,16-2-8, '1-0-0 7-7-4 7-7-4 1-0-0 6x6 O Scale:1/4'=1 6 5 7 10A3 ,;T 00 12 22 8 9 ST 2 T 2 10 1 N 20 19 18 17 16 15 14 13 12 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.54 11 1.54 11 1.54 11 15-2-8 15-2-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 11 n/r 180 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 11 n/r 80 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 ' Code IRC2009/7PI2007 Matrix-R Weight:91 Ib FT=4% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 20=238/15-2-8,12=238/15-2-8,16=215/15-2-8,17=248/15-2-8,18=249/15-2-8,19=168/15-2-8,15=248/15-2-8,14=249/15-2-8,13=168/15-2-8 Max Horz 20=141(LC 7) Max UpIlft20=-109(LC 6),12=-85(LC 7),17=-35(LC 8),18=-53(LC 8),19=-98(LC 7),15=-33(LC 9),14=-55(LC 9),13=-85(LC 6) Max Grav20=285(LC 12),12=285(LC 12),16=215(LC 1),17=314(LC 2),18=257(LC 2),19=168(LC 1),15=314(LC 3),14=257(LC 3),13=168(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-20=-272/98,1-2=0/132,2-3=-121/125,3-4=-67/99,4-21=-77/169,5-21=0/173,5-6=-105/234,6-7=-105/234,7-22=0/173,8-22=-77/169,8-9=-67/84,9-10=-95/10 ,10-11=0/132,10-12=-272/82 BOT CHORD 19-20=-43/82,18-19=-43/82,17-18=-43/82,16-17=-43/82,15-16=-43/82,14-15=-43/82,13-14=-43/82,12-13=-43/82 WEBS 6-16=-215/0;5-17=-274/73,4-18=-215/120,3-19=-135/87,7-15=-274/73,8-14=-215/120,9-13=-135/83 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp B;Enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIIfPI 1. 3)TCLL:ASCE 7-05;Pf=40.0 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 40.0 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)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 109 Ib uplift at joint 20,85 Ib uplift at joint 12, 35 Ib uplift at joint 17,53 Ib uplift at joint 18,98 Ib uplift at joint 19,33 Ib uplift at joint 15,55 Ib uplift at joint 14 and 85 Ib uplift at pint 13. W 13)This truss is designed in accordance with the 2009 International.Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. OF V!s 4SS` LOAD CASE(S) Standard \ JUAN J. RALES-UIP Ian S1RUC1UI L 21 IST F ••`l � \''SeJN AC ►►►nT11 09/21/2018 Job Truss Truss Type Ory Ply66 Emerson Way Northampton,MA 17030171J Vol VALLEY 1 1 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:35 2018 Page 1 I D:CjUYwMGN7UQAGgvzsgA7fmzYms4-IbwSZgdt5kEeRMlhfrbCA3OpLKjgeu4ZnbzHwlybmU 10-3-5 20-6-10 10-3-5 i 10-3-5 4x4 Scale 1:57. 4 10.00 FfT 13 14 3 5 T .172 1 2 6 E9 B q 1 7 d 3x4 4- 12 11 10 9 8 3x4 O 5x6= 0-� 20-6-10 0-8-5 20-6-5 Plate Offsets X Y-- [110:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.18 Vert(TL) n/a n/a 999 BCDL 10.0 Rep Stresslncr YES WB 0.22 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 " BCDL 10.0 Code IRC2009/TPI2007 Matrix-S Weight:76 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS T-Brace: 2x4 SPF No.2-4-10 Fasten(2X) T and I braces to narrow edge of web with l Od(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 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=103/20-6-0,7=103/20-6-0,10=518/20-6-0,11=598/20-6-0,12=385/20-6-0,9=598/20-6-0,8=385/20-6-0 Max Horz 1=189(LC 7) Max Upliftl=-54(LC 6),7—18(LC 7),l l=-1 l3(LC 8),12=-8l(LC 8),9=-113(LC 9),8=-81(LC 9) Max Grav 1=122(LC 7),7=107(LC 3),10=518(LC 1),11=673(LC 2),12=385(LC 1),9=673(LC 3),8=385(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-194/108,2-3=-194/110,3-13=-254/143,4-13=-76/166,4-14=-76/166,5-14=-254/143,5-6=-194/74,6-7=-146/51 BOT CHORD 1-12=-33/123,11-12=-33/123,10-11=-33/123,9-10=-33/123,8-9=-33/123,7-8=-33/123 WEBS 4-10=-259/0,3-11=-513/221,2-12=-331/169,5-9=-512/221,6-8=-331/169 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;Enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 1.5x3 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 Ib uplift at joint 1,18 Ib uplift at joint 7,113 Ib uplift at joint 11,81 Ib uplift at joint 12,113 Ib uplift at joint 9 and 81 Ib uplift at joint 8. 8)Non Standard bearing condition. Review required. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. lV LOAD CASE(S) Standard y� ice. S' JUAN J. r�` FLALES•U1 =lan v STRUCIU� L 21 c-` IST SS�JNAI� �h111�'1 09/121/2018 Job Truss Fvr.u, Type Qty Ply 66 Emerson Way Northampton,MA 17030171J V02 1 1 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:36 2018 Page 1 I D:CjUYwMGN7UQAGgvzsgA7fmzYms4-mn UgnAeVr2MV2VttCY7RiHwz4j33NMvjOFirSBybm U 8-8-2 17-4-3 8-8-2 8-8-2 44 Scale:1/4"=1 3 10.00 F12 10 1.5x3 II e 1.5x3 II 2T 14 5 1 3x4/i 8 11 7 612 3x4 1.5x3 II 5x6— 1.5x3 II 0-H 17-4-3 0 -5 17-3-14 Plate Offsets X Y-- [7:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2009/TP12007 Matrix-P Weight:59 Ib FT=4% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) 1=231/17-3-10,5=231/17-3-10,7=470/17-3-10,8=673/17-3-10,6=673/17-3-10 Max Horz 1=-158(LC 6) Max Upliftl=-1 7(LC 6),8=-132(LC 8),6=-132(LC 9) Max Grav 1=231(LC 1),5=231(LC 1),7=470(LC 1),8=719(LC 2),6=719(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-139/117,2-9=-243/116,3-9=-61/136,3-10=-61/136,4-10=-243/116,4-5=-138/117 BOT CHORD 1-8=-27/105,8-11=-27/105,7-11=-27/105,7-12=-27/105,6-12=-27/105,5-6=-27/105 WEBS 3-7=-215/0,2-8=-562/263,4-6=-562/263 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ff;Cat.II;Exp B;Enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 17 Ib uplift at joint 1,132 Ib uplift at joint 8 and 132 Ib uplift at joint 6. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Wl� �A'r JUAN J. v RAL ES UTP IaA SiEyUCiUT 21 fSifp' .':Ki, Sn�NAI �hRf�'1 J 9/21/2018 Job Truss Truss Type Qty Ply 170301 11 V03 Valley 1 1 �66 Emerson Way Northampton,MA Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:36 2018 Page 1 I D:Cj UYwMGN7UQAGgvzsgA7fmzYms4-m n UgnAeVi2 MV2VttCY7Ri Hw_5j4D N N ijOFi rSBybm U 7-0-14 14-1-13 7-0-14 7-0-14 44 Scale=1:39. 3 10.00 F,2 9 10 1.5x3 11 T 1 1.5x3 II 2 T 4 T T 5 1 d 3x4 ii 8 7 6 3x4 1.54 11 1.5x3 11 1.54 11 0 -5- 14-1-13 0-6-5 14-1-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009fTP12007 Matrix-P Weight:47 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=137/14-1-3,5=137/14-1-3,7=320/14-1-3,8=504/14-1-3,6=504/14-1-3 Max Horz 1=-128(LC 6) Max Upliftl=-26(LC 6),5=-1(LC 7),8=-113(LC 8),6=-113(LC 9) Max Grav 1=137(LC 1),5=137(LC 1),7=320(LC 1),8=534(LC 2),6=534(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-121/80,2-9=-225/96,3-9=-67/107,3-10=-67/107,4-10=-225/96,4-5=-98/70 BOT CHORD 1-8=-23/80,7-8=-23/80,6-7=-23/80,5-6=-23/80 WEBS 3,7=-237/0,2-8=-460/227,4-6=-460/227 NOTES- 1)Wind:ASCE 7-05;1 OOmph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 26 Ib uplift at joint 1,1 Ib uplift at joint 5,113 Ib uplift at joint 8 and 113 Ib uplift at joint 6. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard U1 z� ��.� JUAN J. rvj RALES-0 =tan cn STRUCiUt- L 21 - .1, IST SSAJNAt�� 0 1/21/2018 Job T'ussL'u Type QtyPly 66 Emerson Way Northampton,MA 17030171) 1 1 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:37 2018 Page 1 ID:CJUYwMGN7UQAGgvzsgA7fmzYms4F_1 C_Wf7cLUMgfS3mGegFUT2H7Oa6g5sFvS0_dybmUm 5-5-11 I 10-11-6 5-5-11 5-5-11 44 Z� Scale=1:31. 2 10.00 F12 5 6 T 1 T 3 1 d b 3x4 ii 4 3x4 1.54 II 0- - 10-11-6 0-6-5 1011-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.22 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009/TPI2007 Matrix-P Weight:32 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=359/10-10-13,3=359/10-10-13,4=499/10-10-13 Max Horz 1=-97(LC 6) Max Upliftl=-27(LC 9),3=-35(LC 9) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-5=-235/54,2-5=-58/67,2-6=-58/67,3-6=-235/54 BOT CHORD 1-4=-21/81,3-4=-21/81 WEBS 2-4=-373/75 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;Enclosed;MW FRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 27 Ib uplift at joint 1 and 35 Ib uplift at joint 3. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard _ w ti JUAN J. 1 cvj RALES-W S1RUC1Ut L 21 rsTEa t': �r 09/212018 Job Truss TV'-Ul Type Oty Ply 66 Emerson Way Northampton,MA 17030171J V05 1 1 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:37 2018 Page 1 ID:gUYwMGN7UQAGgvzsgA7fmzYms4-F_1 C_Wf7cLUMgfS3mGegFUT9A7Q06rEsFvSO_dybmUm 3-10-8 I 7-9-0 3-10-8 3-10-8 4x4 Scale=1:23. 2 10.00 V2 6 5 T 1 0. T1 3 1 d 4 2x4 ii 1.5x3 11 2x4 Q 0-Q-5 7-9-0 0- -5 7-8-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2009/TP12007 Matrix-P Weight:22 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=246/7-8-6,3=246/7-8-6,4=342/7-8-6 Max Horz 1=-66(LC 6) Max Upliftl=-1 9(LC 9),3=-24(LC 9) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-5=-161/39,2-5=-32/48,2-6=-32/48,3-6=-161/39 BOT CHORD 1-4=-14/55,3-4=-14/55 WEBS 2-4=-255/55 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp B;Enclosed;MW FRS(low-rise)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 19 Ib uplift at joint 1 and 24 Ib uplift at joint 3. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard W JUAN J. RALES-U =N%` �^1 STRUCTUT L II 21 l�J �I'ST P j 09/21/2018 Job Truss Fvr.u,,S.sy Type Qty Ply 66 Emerson Way Northampton,MA 1703017IJ V06 1 1 Job Reference(optional) A Universal Forest Products Company,UFP 20/20 Run:8.030 s Oct 5 2016 Print:8.220 s Jul 9 2018 MiTek Industries,Inc. Thu Sep 20 11:18:37 2018 Page 1 I D:CjUYwMGN7UQAGgvzsgA7fmzYms4-F_1C Wf7cLUMgfS3mGegFUTD-7Pk6rxsFvSO—dybmUm 2-3-5 4-6-10 2-3-5 2-3-5 3x4 Scale=1:13. 2 10.00 12 T %3 1 7¢ 131 d 2x4 2x4 0 -5 4-6-10 010-1 4-6-5 Plate Offsets X Y-- [2:0-2-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.14 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009/7PI2007 Matrix-P Weight:11 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=225/4-6-0,3=225/4-6-0 Max Horz 1=-36(LC 6) Max Upliftl=-4(LC 8),3=-4(LC 9) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-194/52,2-3=-194/52 BOT CHORD 1-3=-10/112 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.Il;Exp B;Enclosed;MW FRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4 Ib uplift at joint 1 and 4 Ib uplift at joint 3. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard W Z� JUAN J. RALES-UT =RA r^ SI RUCI Uf L 21 - c ISTEp "/ S'SejNAI�� h 09/21/2018 j. More than 22% Efficiency High Performance & Excellent Durability Ideal for roofs where space is at a premium or where future expansion might be needed. Maximum Performance SERIES Designed to deliver the most energy in demanding real-world conditions,in partial shade and hot rooftop temperatures.'2A Premier Technology Engineered with the newest and most powerful SPR-x22-360 Maxeon technology,X-Series brings unmatched power and performance to your home. Highest Efficiency' Generate more energy per square foot X-Series residential panels convert more sunlight to electricity by producing w." 38%more power per panel' and 70%more energy per square foot over 25 years.'1,' Highest Energy Production' Produce more energy per rated watt Maxeon®Solar Cells:Fundamentally better High year-one performance delivers 8-10%more energy per rated watt.' Engineered for performance,designed for durability. This advantage increases over time,producing 21%more energy over the first 25 years to meet your needs.' Engineered for Peace of Mind Designed to deliver consistent,trouble-free 21 % More E,ie,yy energy over a very long lifetime.3.4 Per Ratea watt c z o Designed for Durability 2 The SunPower Maxeon Solar Cell is the only cell built on a solid copper foundation.Virtually impervious to the corrosion and cracking that �x �� « r � degrade conventional panels.' o Same excellent durability as E-Series panels. ,;,, #1 Rankin Fraunhofer durability test.' Poet at Temps 100%power maintained in Atlas 25+ Nn t Fht nducod comprehensive durabilitytest.10 � r i r�r Hi3h rape Wans GUI Ir a Lgt�nu It h Per',n rnanre Ant-Rn(leclwe G=-rss Ow SunPower Offers The Best Comblned Power And Product Warranty Power Warranty Product Warranty SLJnPower to More guaranteed power:95%for first 5 years, Combined Power and Product defect 25-year coverage -0.4%/yr.to year 25 7 that includes panel replacement costs Electrical Data Tests And Certifications SPR-X22-360 Standard Tests1I OL1703(Type 2 Fire Rating),IEC 61215,IEC 61730 Nominal Power(Pnom)" 360 W Quality Certs ISO 9001:2008,ISO 14001:2004 Power Tolerance +5/-0% ROHS,OHSAS 18001:2007,lead free,REACH Avg.Panel Efficiency'' 22.2% EHS Compliance SVHC 163,PV Cycle Rated Voltage(Vmpp) 60.6 V Sustainability Cradle to Cradle(eligible for LEED points)" Rated Current(Impp) 5.94 A Ammonia Test IEC 62716 Open-Circuit Voltage(Voc) 69.5 V Desert Test 10.1109/PVSC.2013.6744437 Short-Circuit Current(Isc) 6.48 A Salt Spray Test IEC 61701 (maximum severity) Max.System Voltage 600 V UL&1000 V IEC PID Test Potential-Induced Degradation free.1000 V9 Maximum Series Fuse 15A Available Listings UL,TUV,JET,CFC Power Temp Coef. -0.30%/°C Voltage Temp Coef. 167.4 mV/°C Operating Condition And Mecl,arilcal Data Temperature -40°F to+185°F(-40°C to+85°C) Current Temp Coef. 3.5 mA/°C Impact Resistance 1 inch(25 mm)diameter hail at 52 mph(23 m/s) RFIRLPENCES. 1 All comparisons at SPR-X21-345 vsa representative conventional panel 250 W,approx.1.6 1112, Appearance Class A+ 15.3%efficiency. - Solar Cells 96 Monocrystalline Maxeon Gen III 21ypically 8-loin more energy per watt,BFW/DNV Engineering"SunPower Yield Report,"Jan2013. Tempered Glass High-transmission tempered anti-reflective 3 SunPowei 0.25%/yr degradation vs.1.0%/yr conv.panel,Campeau,Z.et at ^SunPower Module Degiadation Rate,'SunPower white paper,Feb 2013;Jordan,Dirk"SunPower Test Report;'NRFI, Junction Box IP-65,MC4 compatible Q) z015Weight 41 lbs(18.6 kg) 4"SunPower Module 40 Yeas Useful I ife"SunPower white paper,May 201 S-Useful life is 99 out of 100 panels operating at morethan 70%of rated power. Max.Load Wind:62 psf,3000 Pa,305 kg/ml front&back 5 Highest of over 3,200 silicon solar panels,Photon Module Survey,Feb 2014. Snow:125 psf,6000 Pa,611 kg/m,front 6 1%more energy than F-Series panels,8%more energy than the average of the top 1 D panel Frame Class 1 black anodized(highest AAMA raging) corrrpanies tested in 2012(151 panels,102 companies),Photon International,Feb 2013. 7 Compared with the top 15 manufacturers.SunPower warranty Review,May 2015. 8 Some req rctions and exclusions may apply.See warranty fou details. 46 mm 9 XSeries same as E Series,5 of top 8 panel manufacturers tested In 2013 report,3 additional 1558 mm [1.8 in] � panels In 2014, Ferrara,C,at At "Fraunhofer PV Durability Initiative for Solar Modules. Part 2". [61.3 in] Photovoltaics international,2014 FRAME PROFILE 10 Compared with the non-stress tested control panel.X-Senes same as FSerles,tested in Alla, 25 Durabilitytostreport,Feh2013. E2 11 R.ordard Test Conditions(1000 W/rnr in adianc e,AM 1_5,25"()-NRR c,libratic,n Standard. 1046 mm — Em soM (of will,LA( IFardvoltage [41.2 in] )2 r sod on average of mei-ured power values drulng produ(tion. 1'Type 2 fir c ,,ting per UL1703.)013,(las,C fire rating per Ut 17032002. �L 30 mmmm Id Seo salesperson for details- It inl Please read the safety and installation guide. See v✓w,v..unpowcu.un n/faces for nun o r eter enc e ink"rnati, For nror e dotarls,see ester riled datasheet wwwsunpowerconr/datasheMs. Document#514618 Rev A ILTR_US AA IRONRIDGE XR100 Rail See Descri tion / Length Rail Section Properties Property Value Total Cross-Sectional Area 0.582 int .66 Section Modulus (X-axis) 0.297 in .46 Moment of Inertia (X-axis) 0.390 in Moment of Inertia (Y-axis) 0.085 in' Torsional Constant 0.214 in Polar Moment of Inertia 0.126 in" 1.99 APPROVED MATERIALS: 2.44 6005-T6, 6005A-T61, 6105-T5, 6N01-T6 2.34 (34,000 PSI YIELD STRENGTH MINIMUM) .58 �--- 1.25 Clear Part Black Part Description/Length Material Weight Number Number XR-100-132A XR-100-132B XR100, Rail 137'(11 Feet) 7.50 lbs. XR-100-168A XR-100-1686 XR100, Rail 168" 14 Feet 6000Aluminum num 9,55 lbs. XR-100-204A XR-100-204B XR100, Rail 204"(17 Feet) 11.60 lbs. V1.1 s z n IRONRIDGE XR100 Bonded Splice XR-100 RAIL 12.0 1 XR-100-SPLC-BD KIT, XR100 BONDED SPLICE 2 . 1) Splice, XR100, Mill 12" long 2) Screw, Self Drilling 1.24 .63 1.93 .31 0.42 .15 '►- 93 #12-14 TYPE "B"THREAD Property Value Property Value Material 6000 Series Aluminum Material 300 Series Stainless Steel Finish Mill Finish Clear V1.0 ��� : ' '_,y x" �' � �xu�'� � a ��`"�'°•A t�,. k vim; r e � <� "�� r �-'��'x U �# �� :-��'',� x r`•. OuikFootPRODUCT GUIDE Exploded Product View/B.O.M. - fInstallation Instructions - 2 Cut Sheets - 3 s; Specifications -4 }. Y i' Y II I 1 Uni f I - Ie Uj' �Ca EcoFasten Solar UJL ,� l i frI QuikFoot— Product Guide of MaterialsEx loded Product View, Bill it �, ( l Materials Needed For Assembly i} 1 .' Item No. Description of Material/Part Quantity 1 QuikFoot Base Plate 1 2 Fastener(Length to be determined) 2 3 QuikFoot Flashing 1 } 5 - 4 EPDM Washer 1 li,n, I S L-102-3"Bracket*(other options available) 1 4 6 5/16"EPDM Bonded 18.8 SS Washer 1 7 3/8"Stainless Steel Hex Nut 1 r, Required Tools l ' `f I - j 877-859-3947 EcoFasten Solar All content protected under copyright.All rights reserved.10/09/14 1.1 EcoFasten Solar products are protected by the following U.S.Patents:8,151,522 B2 8,153,700 B2 8.181,398 82 8,166,713 B2 8.146,299 B2 8,209,914 B2 8.245.454 B2 8,272.174 B2 8,225.557 B2 • j sT '31 QuikFoot— Product Guide Cut Sheets: QF-A!-Base is 2X 0.33in [8.38mm] t a i tt I ' I t LO d• NLO L I ' N L6 L-0 Co l ' i —►] 1 .50in 4 38.1 Om 3/8"-16 Stud OW o� 'o -.;T A �'? QF-M : 1 .5" QF-L : 1 .75" 877-859-3947 EcoFasten Solar All content protected under copyright.All rights reserved.10/09/14 3.1 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 r Cl ,i, QuikFoot— Product Guide Cu". Sheets: QFL-812 r ilt RI, 5r I q R.38in } '4 9.53mm .032in CTIt '.ii [0.81 mm] I I •;,k I, 12.00in [304.80mm] J f i" 1 3.00in Y [76.20mm] �" Sfanp boearon .50in l 8.00in [ 12.70mm] [203.20 m m] i i 877-859-3947 EcoFasten Solar All content protected under copyright.All rights reserved.10/09/14 3.2 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 1, QuikFoot— Product Guide Cut Sheets: Bracket Options- SCL-101-3 lf I { I } 3/8" I ALA 7 46 SERRATIONS � 1 4 I "EI I l brt. 1 7/81 R1/1611 1/4 00 3/41, 1/16" I � R.005 R.010 2X R.01 60.00 Q 11+ 006 3/8 - 1/8" .002 ,. 0 7/8 X 82 o DETAIL A SCALE 3:1 i 877-859-3947 EcoFasten Solar`All content protected under copyright.All rights reserved.10/09/14 3.7 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 y • � i r~ ( QuikFoot- Product Guide Specifications I SART 1 -GENERAL 1.1 SUMMARY 13 SUBMITTAL T t i ' A. Submit manufacturer's written specifications. B. Base plate is 6000 series aluminum with one k, A. WORK INCLUDES I 1. QuikFoot base plate attachment bracket thatgSubmit standard product cut sheets. PEM Type Press-In Stud 18.8 SS. B. ! r j•j` {f, attaches directly to the roof deck. C. Submit'installation instructions. C. Fasteners to be compatible with chosen roof JJ I A ,, � r 2. Provide appropriate bracket and fasteners a lication and meets specified ull out values D. Submit product specific load test data,showing PP P P for the roof system. as shown in load test data. ultimate and allowable load values specific to t i B. RELATED SECTIONS the roof deck specified for the project. D. Counter flashing is.032 gauge aluminum em- r , + 1.Section 07600:Flashing and Sheet Metal bossed to accept shape of stainless steel base 1 I 2.Section 07500:Roofing 1.4 QUALITY ASSURANCE plate 1 i 3.Division 1:Administrative and Procedural Installer to be experienced in the installation of Requirements specified roofing material for no less than 5 years in 2.3 FINISH { 4.Division7:Thermal and Moisture Protection the area of the project. 1' A. Bracket is mill finish aluminum i j tl 2 SYSTEM DESCRIPTION 1.5 DELIVERY STORAGE HANDLING B. Base flashing-Black-kYnar painted A. COMPONENTS: Inspect material upon delivery.Notify manufacturer i 1. QuikFoot system consists of aluminum within 24 hours of any missing or defective items. PART 3 - EXECUTION l bracket and base plate with(1)stainless steel Keep material dry,covered,and off the ground until stud,(1)stainless steel nut,(1)EPDM washer installed. f i and(1)bonded stainless steel and EPDM 3." EXAMINATION washer. A. Substrate: Inspect structure on which brackets i' l 2. Fasteners PART 2 -PRODUCTS are to be installed and verify that it will with- A.To be of metal compatible with QuikFoot stand 2.1 MANUFACTURER an additional loading that may be incurred. ,. bracket. Y g y B.Fasteners should be selected for compat- EcoFasten Solar ibility with the roof deck. 289 Harrel Street, Morrisville,VT 05661 B. Notify General Contractor of any deficiencies C.Fastener strength should exceed or be (877)859-3947 before installing EcoFasten Solar brackets. I a equal to that of the allowable load of the www.ecofastensolar.com � 1 q C. Verify that roofing material has been installed system.See test data at correct) prior to installing solar attachment ' www.ecofastensolar.com 2.2 MATERIALS Y P g t A. Attachment Bracket brackets. 3. Sealant(if required by roof manufacturer): 6000 Series Aluminum(choose one) to be roof manufacturer approved. 3.2 INSTALLATION 4. Aluminum counter-flashing 1.CP-SQ-Slotted A. Comply with architectural drawings and project 5. Aluminum attachment bracket 2. F-111-A engineer's recommendations for location of ' 3.P-3-CSK system.Comply with Manufacturer's written in- B. DESIGN REQUIREMENTS: 4.SCL 101-3 stallation instructions for installation and layout. 'v 1. Bracket spacing to be recommended by 5. L-102-3" project engineer. 6.L-102-6" 2. Install a minimum of two fasteners per 7.Z 101 ! base plate. 8.Comp Slide 3. It is important to design new structures or 8.Custom assess existing structures to make sure that they can withstand retained loads. 877-859-3947 EcoFasten Solar All content protected under copyright.All rights reserved.10/09/14 4.1 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 8146,299 B2 8,209,914 B2 8.245,454 B2 8.272.174 B2 8.225,557 B2 3/8" , A 46 SERRATIONS �o L 1 7/8" R1 /16" 1 /4" 00 3/41' 1 /16" 7 R.O10 2X R.01 _ I 60.00° 3/8"-.002 1 /8 0 7/8" X 82° DETAIL A X = +/- .1 SCALE 3:1 .XX .01 .XXX= +/- .005 289 Harrel Street Morrisville,,,0,, , , VT 05661 SCL-101 -3 EcoFasten Solaro To Free Phone 1.877.859.3947 - Toll Free Fax 1.888.766.9994 MATERIAL: 6000 SERIES ALUMINUM web www.ecofastensolar.com e-mail info@ecofastensolar.com SCALE: 1:1 1/6/2012 SHEET 1 OF 1 Pioneer Valley PhotoVoltaics Cooperative POLICY DOCUMENT #9 Current version adopted by the Board of Directors on April 28, 2011 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 SS3 through SS60 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 Policy # 9 Installation Crew Operating Policy Pioneer Valley PhotoVoltaics Cooperative POLICY DOCUMENT #9 Current version adopted by the Board of Directors on April 28, 2011 • 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 property 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 property 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). Policy # 9 Installation Crew Operating Policy 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 SnU PV Squared Solari www.pvsquared.coop Phone:413-772-8788/Fax.413-772-8668 311 Wells St,Ste.B I Greenfield,MA 01301 MA Elec.Lic A13764 MA HIC 140077 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, Adam Thurrell Operations Manager