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HomeMy WebLinkAboutBLD-23-003804 1 N �� �1 ONE & TWO FAMILY ONLY- BUILDING PERMIT Town of Yarmouth Building Department ���,. of 1146 Route 28, South Yarmouth,MA 02664-4492 /' --A , 508-398-2231 ext. 1261 Fax 508-398-0836 1'- Massachusetts State Building Code, 780 CMR °� y Building Permit Application To Construct, Repair, Renovate Or Demolish � a One-or Two-Family Dwelling , RECEIVED This Section For Official Use Only Building Permit Number: A U. --Z3-(,'9 Date Applie • JAN 11 2O23(�� ,�, �— , cic U).\ _- ,v0 I ►M, SRArs �c . ��� �3 BUILDING DEPARTMENT Building Official(Print Name) Signature BY-- ---L SECTION 1:SITE INFORMATION 1.1 Property Address: 1.2 Assessors Map&Parcel Numbers ell Ph1Iht Di-3 1.1 a Is this an accepted street?yes ''( no Map Number Parcel Number 1.3 Zoning Information: 1.4 Property Dimensions: tti1 LtI !o?, I' Zoning District Proposed Use Lot Area(sq ft) Frontage(ft) 1.5 Building Setbacks(ft) Front Yard Side Yards Rear Yard Required Provided Required Provided Required Provided 4* Al/A - X0 2—P. f 1.6 Water Supply: (M.G.L c.40,§54) 1.7 Flood Zone Information: 1.8 Sewage Disposal System: Zone: _ Outside Flood Zone? Publicli Private 0 Check if yes❑ Municipal 0 On site disposal system Air SECTION 2: PROPERTY OWNERSHIP' 2.1 Owner'of Record: , D 2 G S'ksah F�nw V GY Name(Print) City,State,ZIP 1 12 Phi 1114 1Pr► (car) 31.Y -9owl , No.and Street Telephone Email Address SECTION 3:DESCRIPTION OF PROPOSED WORK'(check all that apply) New Construction 0 f Existing Building 0 Owner-Occupied 0 l Repairs(s) 0 Alteration(s) 0 Addition X Demolition 0 Accessory Bldg. 0 Number of Units Other 0 Specify: Brief Description of Proposed Work2: .Cim..C1,•sf' 14 f t e- 3 S-e-et So A- CSK•s I2 ) d", Y 4.— A,1 kvk.L 6 .1 Csn 6.44_ P, I i r`S t SECTION 4: ESTIMATED CONSTRUCTION COSTS. Item Estimated Costs: Official Use Only (Labor and Materials) 1.Building $ G S"4, r 1. Building Permit Fee:S 10 Indicate how fee is determined: 2.Electrical $ t Standard City/Town Application Fee 0 Total Project Cost3(Item 6)x multiplier x 3.Plumbing $ 2. Other Fees: $ "G(7 CK-IF 2(o I 4.Mechanical (HVAC) $ List: 5.Mechanical (Fire • Suppression) $ Total All Fees:$ \` (� 6.Total Project Cost: $ /- �c��jj Check No. Check Amount: Cash ount: `\a„3 G! !r 1--- ❑Paid in Full Outstanding Balanc Due:of rj a l SECTION 5: CONSTRUCTION SERVICES 5.1 Construction Supervisor�• n� License(CSL) o jS 4 ?��ID j 3 11, (+ y'W License Number 7 Expiration Date Name of CSL Holder (J 7 N - /I_ List CSL Type(see below) No.and Street Type Description J,4 4 O /e y7 U Unrestricted(Buildings up to 35,000 cu.ft.) City/Town,State,ZIP i R Restricted l&2 Family Dwelling M Masonry RC Roofing Covering • WS Window and Siding p, /►� �Q `"" �L SF Solid Fuel Burning Appliances a K.— / I�AL�'�1 �7ss r /"7 I Insulation Telephone � �Em • address D Demolition 5.2 RegisteredHome Improvement Contractor(HIC) / 7 tL _ f__ l l z HIC Registration Number Ex iration Date HIC Company Name or C R istrant Name ? Dom-- n geovial,.-vA- No.and Stre t < G � A%r��G _ Email address City/ own, ate,ZIP Telephone `/ SECTION 6: WORKERS' COMPENSATION INSURANCE AFFIDAVIT(M.G.L. c. 152.§ 25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the Issuance of the building permit. Signed Affidavit Attached? Yes X No 0 SECTION 7a: OWNER AUTHORIZATION TO BE COMPLETED WHEN OWNER'S AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I,as Owner of the subject property,hereby authorize Er`v ! L iT t sNs-q� to act on my behalf, in all matters relative to work authorized by this building permit appli4tion. SA6 i rrl i-/ Fi2AA fCe.) l; ao Z.2.Print Owner's Name(Electronic Signature) if4-141— Date • SECTION 7b: OWNER1 OR AUTHORIZED AGENT DECLARATION By entering my name below,I hereby attest under the pains and penalties of perjury that all of the information contained in this application is true and accurate to the best of my knowledge and understanding. Print Owner's or Authorized Agen Name(Electronic Signature) Date NOTES: 1. An Owner who obtains a building permit to do his/her own work,or an owner who hires an unregistered contractor (not registered in the Home Improvement Contractor(HIC)Program),will not have access to the arbitration program or guaranty fund under M.G.L. c. 142A. Other important information on the HIC Program can be found at www.mass.gov/oca Information on the Construction Supervisor License can be found at www.mass.gov/dps 2. When substantial work is planned,provide the information below: Total floor area(sq.ft.) (including garage,finished basement/attics,decks or porch) Gross living area(sq.ft.) , Habitable room count ' Number of fireplaces Number of bedrooms Number of bathrooms Number of half/baths Type of heating system Number of decks/porches Type of cooling system Enclosed Open 3. "Total Project Square Footage"may be substituted for"Total Project Cost" \ The Commonwealth of Massachusetts . _.= = Department of IKdustrial Accidents _ 1 Congress Street, Suite 100 IL Boston, MA 02114-2017 www.m ass.gov/dia ., mass a ov/dca \orkers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information Please Print Legibly Name (Business/Organization/Individual): Z34.1 / j 5 Address: 2 Da k4 ra City/State/Zip: 'Pru5 - 074 4�y 11 pt Phone #: LS°�, zG ' a-�i / Are you an employer?Check the appropriate box: Type of project(required): l.a I am a employer with employees(full and/or part-time)." 7. L New construction 2.VCI I am a sole proprietor or partnership and have no employees working for me in ca aci 8. Remodeling an • y p ty.[No workers'comp. insurance required.] 3.0 I am a homeowner doing all work myself [No workers'comp. insurance required.]t 9. ❑ Demolition 4.0 I am a homeowner and will be hiring contractors to conduct all work on my property. I will 10 ® Building addition ensure that all contractors either have workers'compensation insurance or are sole • 11.7 Electrical repairs or additions proprietors with no employees. 12.0 Plumbing repairs or additions 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.t 13•0 Roof repairs 6.0 We are a corporation and its officers have exercised their right of exemption per MGL c. 14. Other 152,§1(4),and we have no employees. [No workers'comp. insurance required.] • *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. 1Contractors 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: CCZ OAsi fills be. City/State/Zip: jr‘14. i /'WY 0Z6i/i/ Attach a copy of the workers' compensation policy declaration page(showing the policy number an 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. Sienature: %0 Date: J/j L/Z 3 Phone#:(. 't' g L6 -25-4/ 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#: ;o TOWN OF YARMOUTH of 4 ; -°a BUILDING DEPARTMENT �6*AccI1146 Route 28, South Yarmouth, MA 02664 508-398-2231 ext. 1261 HOMEOWNER LICENSE EXEMPTION PLEASE PRINT: DATE: JOB LOCATION: NAME STREET ADDRESS SECTION OF TOWN "HOMEOWNER" NAME HOME PHONE WORK PHONE , PRESENT MAILING ADDRESS CITY OR TOWN STALE ZIP CODE The current exemption for `Homeowner' was extended to include owner—occupied dwellings of one or two units and to allow such homeowners to engage an individual for hire who does not possess a license,provided that such homeowner shall act as supervisor. (State Building Code Section 110 R5.1.3.1) Definition of Homeowner: Person(s)who owns 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 attached or detached structure assessory 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 building permit. (Section 110 R5.1.3.1) The undersigned `homeowner' assumes responsibility for compliance with the State Building Code and other applicable codes, by-laws, rules and regulations. The undersigned 'homeowner' certifies that he / she understands the Town of Yarmouth Building Department minimum inspection procedures and requirements and that he / she will comply with said procedures and requirements. HOMEOWNER"S SIGNATURE APPROVAL OF BUILDING OFFICIAL INSURANCE COVERAGE: I have a current liability insurance policy or its substantial equivalent, which meets the requirements of MGL Ch.142. Yes No If you have checked ves, please indicate the type coverage by checking the appropriate box. A liability insurance policy Other type of indemnity Bond OWNER'S INSURANCE WAIVER: I am aware that the licensee does not have the insurance coverage required by Chapter 142 of the Mass. General Laws and that my signature on this permit application waives this requirement. Check one: Signature of Owner or Owner's Agent Owner Agent h:homeownrlicexemp TOWN OF YARMOUTH 1146 Route 28, South Yarmouth, MA 02664 508-398-2231 ext. 1261 Fax 508-398-0836 Office of the Building Commissioner BUILDING DEPARTMENT DEMOLITION DEBRIS DISPOSAL AFFIDAVIT Pursuant to M.G. L. Chapter 40, Section 54 and 780 CMR, Chapter 1, Section 111/5 I hereby certify that the debris resulting from the proposed work/demolition to be conducted at q 2— Ph, `J j);i,,c,L_ S1 / /44- Work Address Is to be disposed of at the following location: OD /- 1,.11 Said disposal site shall be a licensed solid waste facility as defined by M.G.L. Chapter 111, Section 150A. f 2.3 ature of Applicant Date Permit No. 1/18/23,3:27 PM Mail-Sears,Tim-Outlook 92 Phyllis Dr Sears, Tim <tsears@yarmouth.ma.us> Wed 1/18/2023 3:27 PM To: 'capecongro@comcast.net' <capecongro@comcast.net> Basil, I have reviewed your application and you are going to need Health Department sign off. Thank you Timothy Sears CBO Deputy Building Commissioner Town of Yarmouth 508-398-2231 Ext. 1259 mailto:tsears_@yarmouth.ma.us https://outlook.office.com/mail/sentitems/id/AAQkADE3MDQ5NWZmLTkOYzItNDIwNi1 iMDQxLWNkMGQyNmE4NzE5NAAQAKESWQQ3hghAjf%2FT... 1/1 -- • __ _ * Construction Supervisor Canmonwealth of Massachusetts ' Unrestricted-Buildings of any use group which contalo Division of Occupational LicensurC less than JE,Ott0 cubic feet(991 cubic meters)of endippd Board of Building f2 uIations and Standards si • Constt anrt isor . CS-082529 �• _ , . l4�pires:12/10/2023 BASIL J COfJ Re ,)1J 1 . 7 DANA RO ,pi FORESTDALit , k �` Jb Failure to possess a current edition of the Massachusetts 'iO/ydd7;y� State Building Code is cause for revocation of this License. �,p �/�- ' For information about this license Commissioner C114 jg,a4rrl�, j', Call(617)7274200 or visit wwW.mass.gov/dpi Registration valid for individual use only before the THE COMMONWEALTH OF MASSACHUSETTS expiration date. If found return to: Office of Consumer A $Business Regulation Office of Consumer Affairs end Business Regulation HOME IMPROV ' ONTRACTOR 1000 Washington Street -Suite 710 --- Boston.MA 02118 BASIL CONGRO ` D/B/A CONGRO RE r- "Y t. _ nr 115 BASIL J.CONGRO '{^ 7 . l 7 DANA RD. • i't,z..—— /4, /�3. slid without signature FORESTDALE,MA c�� /y I"' "" -- `�� Undersecretary . I , -I- C ((Joe c CY-se-A fr''''TC.) rd-1/ ,,,,...„ ' - J TOWN OF YARmt)tlii C k. ' ,774•\ WATER DEPARTMENT ,,,‘ %1 ri=\ 4-3 1 99 Bud, Wand Road West Yarmouth,MA 02671 fi•Irphont.; ;50i 7-1-792 1 . fax; l'itlti 771-7998 BUILDING PERMIT APPLICATION FOR WATER DEPARTMENT SIGN OFF TRANSMITTAL FORM BU I LDING SITE LOCATION: d 2_ 4 Tihs r-i v-c- , PROPOSED WORK: 4,d...i IL Y/r '''-,, ..5-_,,s.v.,, p..., 0 1,1 1(2.40,1,- Al _ APPLICANT: /fs 1 / --.r. Z:1- 1.,,) __ _ ADDRESS: i Dil kt--t, Alf Pp/..i,_AL.,/,.... „Iv*. pi,, ,,,„, , T Et.vi ioNE: . 0,6-.) .•. 2-4 --- 2-6-4,./ RESIDENTIAL AND OR COMMERCIAL BUILDING Witicr Ikpartment: Determines Compliance of Water \x itilahilit and or CKistIll2 i0Ciiiit):1 l'Sly.incering Department: Deiermin,:s Compliance for Parking and Drainage Conservation COMIlliS:•11011: I Icicnnines Compliance to Wetlands Act:i.e. It Ions)border any type of ‘s ellandk.streams.ponds.rivers.ocean.hogs,hays. marshland. ETC. I lea It Department: I ktermines t'ompliance to State and Tow n Regulations, Le, requirements for Septiwe Disposal and other Public I lealtli Activitcs Fire I kparnnent: I)mollifies('ompliance to State and Town Requirements for Personal Safety. Property Protections, i.e,Smoke Detectors,Sprinkler Systems,etc APPLICANTSIGNATURE DATE OFT ICE USE:COMMENTS ON PERM( . .kPPROVAL OR DENIAL ttiL Clc---- / REVIE "ED BY WATER DIVISION(SIGNATURE) fy DATE Mk t4 ,''/14,1,,r TOWN OF YARMOUTH HEALTH DEPARTMENT PERMIT APPLICATION SIGN OFF TRANSMITTAL SHEET To he completed by Applicant: Building Site Location: 9'2 'h q d/S A /li,'l Proposed Improvement: 3 CCfS ;' for-- <' (;) cv" 44 kt.. A 3 , J� Applicant: 13/9</ . . Tel. No.: S.2 -- 25 ./ Address: I &i %v im/ 4 4-- o 2 4--IL/ Date Filed: // z-/e 3 **If you would like e-mail notification of sign off please provide e-mail address: '->'- z—v() C -►Gw , Owner Name: Su Sa n I V l'1,e, � setAc\ Owner Address: / 2-- -PA 7 1 i► S !fir- S. \1 h " / 4' 4 Owner Tel. No.: 3G-/ RESIDENTIAL AND/OR COMMERCIAL BUILDING HEALTH DEPARTMENT: Determines Compliance to State and Town Regulations; i.e., Requirements For Septage Disposal and other Public Health Activities. Please submit three (3) copies of plans, to include: (1.) Site Plan showing existing buildings, water line location, and septic system location; (2.) Floor plan labeling ALL rooms within building (all existing and proposed) — Note: Floor plans not required for decks, sheds, windows, roofing; (3.) If necessary, Title 5 application signed by licensed installer with fee. REVIEWED BY: DATE: / O� G 3 • J J � GPLEASE NOTE COMMENTS/CONDITIONS: irk 13 ( 1 ,3 v\ A-C._ Li t r- S -C ( A.J lald- ? { ' •.— ^>�ra h 3 1. }-S mow. `yam • t,� • y T .•>-•, -- y.4.5M�,.-_... f�C...a>' z.,tit •i AY Vi$ of ,?: `ati, r - - - _ .. - 1 •'' is = .Ys _ - _ .Y ry k t r k 'f;.., , ed^ Q�� • W ^X�' 4'e;• _ t k ' 4yF .1 .4 . _ • "gi, ; 7-r''SQL« � k '" ".dam` I'.,-. • J � ') ei 1 C» ^ ^�' 0O� \� DATE02/08/22 PAGE 1 e.1REQ.QUOTE DATE 01/31/22 ORDER# ORDER DATE / / QUOTE# 22010994BR DELIVERY DATE 03/16/22 CUSTOMER ACCT# EIGE4101 11111 , DATE OF INVOICE / / CUSTOMER PO#..q Y 7 ORDERED BY Seth Hooten INVOICE# L UFP Belchertown, _,LC DESIGNER Brian Tetreault TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT SALES REP Brian Tetreault Phone:413-323-7247 Fax:41 3 323-5 780 JOBSITE PHONE# (413)733-8475 SALES AREA Massachusetts/ 84 Lumber Company JOB NAME:Mucha Karcha LOT# SUBDIV: s ' ° 38 Monterey Drive MODEL: TAG:Roof JOB CATEGORY: Residential West Springfield, MA 01089 DELIVERY INSTRUCTIONS: (413)733-8475 Delivery by end of March 2022. 5 Mircha Karcha SPECIAL INSTRUCTIONS: Wilfin Road `Truss conversion from 1/26/22 plans.'Precut stud heights carried(not as drawn on plans).*GC and/or building design will need to South Yarmouth, MA 02664 address bearing wall requirements.'Delivery by end of March 2022. BY DATE BUILDING DEPARTMENT OVERHANG INFO HEEL HEIGHT 00-00-00 REQ.LAYOUTS REQ.ENGINEERING QUOTE TJR 01/27/22 Roof Trusses END CUT RETURN LAYOUT / / PLUMB NO GABLE STUDS 1 24 IN.OC_ JOBSITF , 1 JOBSITE I CUTTING TJR 101/27/22 ROOF TRUSSES LOADING iCI.:-ICD1:sCLL-HCDL STRESS INCR. INFORMATION 35.0,10.0,0.0,10.0 1.00 ROOF TRUSS SPACING:24.0 IN.O.C. (TYP.) PROFILE QTY PITCH TYPE BASE 0/A LUMBER OVERHANG CANTILEVER STUB UNIT TOTAL PLY_ ( ID SPAN SPAN TOP I BOT I LEFT I RIGHT LEFT I RIGHT PRICE PRICE 1 1 COMMON 4.' 2 Ply 9 00 0.00 G01 12 00-00 12 00 00 2 i 2 X 6 01 00-00 01-00 00 1 i COMMON _ X 4+,- k-_ - 2X4i2 X8�:'- 2 Ply 9.00 0.00 G05 4-00-00 14-00-00 JACK-CLOSED, 12 00 00 12 00-00 2 X 41 2_X 4 `i �100 00 JACK-CLOSED I 2 9.00 0.00 4 9.00 0.00MO4A 12-00-00 112-00-00 12 X 4,2 X 4 --I I MONOPITCH ! 1 All 1 9.00 0.00 MO4GE 12 00 00 12-00-00 2 X 4 2 X 4 i ---r 8 9.00 0:00 P601 1909111190911 2 X 4 2 X 4 r PIGGYBACK PIGGYBACK 11 9.00 0.00 PB01GE 19 09 11 19-09-1 1 2 X 4 2 X 4 COMMON or(t Pr, 1 9.00 0.00 TO1GE 12-00-00 12-00-00 2 X 4 2 X 4 ���/'�`��� PIGGYBACK ' .Cif V V"'" 2 2 X 6 01-00-00 01.00-00 I���?,� 1 9.00 0.00 PIGGYBACK j 50-10-CO50-10-00 2 X 6'2 X 6I- 1 d1l11111L ' PIGGYBACK I ' - ---0 -- -1 +-- I 6 9.00 0.00 T03 50-10-00 50-10-00 2 X 6 2 X 6! _ 1 01-00-00 101-00-00 COMMON r -I ! t,( 7 9.00 0.00 COMMON i fi )J CO 16 00-00 2 X 4i 2 X 4� 01-00-00 01-00-00 i .C1I1� 2X4 ! �Jr. 1 9.00 0.00 TO5GE 16"00-OC 16 00-00 2 X 4 _J. COMMON 1 I 6 9.00 0.00, T06 26-10-00 , 26-10-00 12 X 4i2 X 4 1 1 '�^ VALLEY 1- COMMON 4 1 9.00 0.00 TO6GE ' 26 10-00 26 10 00(2 X 412 X 4 " -1t-2 I 1 ' 9.00 0.00; VO1 08-00-04 08-00-04 12 X 4 2 X 4 1 VALLEY I 1 9.00 0.001 V02 04 00 04 04-00-04 2 X 4;2 X 4 VALLEY 1 I 1 9.00 0.00 VO3 13 09-07 19 09-07 2 X 412 X 4 IN'N 1 9.00 0.00 VALLEY7O 09 09-07 09 09 07 12 X 4 I �_ f L2X4;- VALLEY 1 I + -w I 1 L 9.00' 0.00 V05 . 05-09-07 05-09-07 2 X 4i 2 X 4 ROOF SUB-TOTAL: ITEMS QTY ITEM TYPE SIZE LENGTH PART NUMBERI NOTES UNIT TOTAL Er IN 1E PRICE PRICE DATE 02/08/22 PAGE 2 REQ.QUOTE DATE 01/31/22 ORDER# ORDER DATE / / QUOTE# 22010994BR DELIVERY DATE 03/16/22 CUSTOMER ACCT# EIGE4101 n. DATE OF INVOICE / / CUSTOMER PO# ORDERED BY Seth Hooten INVOICE# UFP Belchertown, LLC DESIGNER Brian Tetreault TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5780 JOBSITE PHONE# (413)733-8475 SALES AREA Massachusetts/ 84 Lumber Company JOB NAME:Mircha Karcha LOT# SUBDIV: s ; . i 38 Monterey Drive MODEL: TAG:Roof JOB CATEGORY: Residential West Springfield,MA 01089 DELIVERY INSTRUCTIONS: o (413)733-8475 Delivery by end of March 2022. s Mircha Karcha x ; SPECIAL INSTRUCTIONS: P Wilfin Road `Truss conversion from 1/26/22 plans.'Precut stud heights carried(not as drawn on plans).'GC and/or building design will need to o South Yarmouth,MA 02664 address bearing wall requirements.'Delivery by end of March 2022. BY DATE BUILDING DEPARTMENT OVERHANG INFO HEEL HEIGHT 00-00-00 REQ.LAYOUTS REQ.ENGINEERING QUOTE TJR 01/27/22 Roof Trusses END CUT, RETURN LAYOUT / / PLUMB NO GABLE STUDS 24 IN.OC JOBSITE 1 JOBSITE 1 CUTTING TJR 01/27/22 ITEMS QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES PRICE PRICE FT-IN-16 1 Literature BCSI-B1 Summary Sheet Commentary and Recommendations for Handling,Installing&Bracing Metal Plate Connected Wood Trusses Order Number:B1 WARN11 x17 031125 1 Literature BCSI-B3 Summary Sheet Permanent Restraint/Bracing of Chords& Web Members Order Number:B3WEB11X17 1 070209 17 Hanger HUS26 L 1 Literature Truss Drawing Packet Stamped Stamped Truss Drawings 1 Literature Truss Placement Plan Truss Placement Plan ITEMS SUB-TOTAL: ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER: BY: TITLE: BY: JOB ADDRESS: TITLE: • DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL Quote is basedbn current design values a1 the time of quote (lumber, EWP, hardware,etc). Should any of these values change prior to completion of this project, UFP Belchertown,LLC reserves the right to adjust the sell price accordingly. QUOTE POLICY: QUOTE VALID FOR 7 DAYS. AFTER 7 DAYS, UFP RESERVES THE RIGHT TO REVIEW/ADJUST ALL PRICING. Sealed individual truss drawings are included in the pricing. Sealed layouts,stamped bracing diagrams are NOT included BUT can be provided for an additional charge. Full payment made on net 30 day terms. No pay-if paid terms. UFP reserves the right to hold shipments if we are not paid within the agreed upon payment terms PURCHASE ORDER POLICY:Purchase orders are valid for a period of 30 days. Orders moved past a 30 day period are subject to price review to current market conditions. 1_6 a$ T,., ;ty M•*,.t. Roo*TRIA9 arrtRRt I - --. -- �- �§o S VlT _guaranteed.� •••" j-1- a ......._ 1;11 .._, .�� — Y 29O g88$s a -- ,.W,. ! 1oo 190 - ma „ igt_q ffmil g € 8 ROOF MSSMOTE& .1 _ - 71_' EN �'. m m o ay c 8 LEFT O 0*TRUSS S NOM AS S.M*KAU c// m ya c -c " 3^ 8ylg5g l _ Li— es� Iklig g'Ali i ,,2 a g I v g g Pg 1st Floor Wall Height = 9'1-1/8" ',, "O n t_ower roof trusses hung from 241 2nd Floor Deck = 10" (2x10g plus 3/4" subfloor)' - -- yY , . ' €= P Fir joist framing(figured as not b t I hI _-rzi- . ,: 1821,11" sheathed)Transfer loading to _ - rTor 20. z•o• 2042'0• 20• zo• 2'0. 20•_2.0• 30 Jo•i• 2ndFloor Wall Height — 8'1-1/8" gbeams and footings below. e i g h €ssIliz 1 IR R R R R R Truss Connector Total List N€a a :e 8 E i a- i I� € L a Manuf Product Qty Et-, -g. E 5 Q3' 1 4 ,1 .! J g g I MiTek HUS26 17 '6 a o $Q g sn geis �� I 4 11 y �, MiTek One LUGT2 2 ' :E�s°-m II p Wa0' v TF s needs to be an intedor� $ I ', 1 ' \"vA:AVA MiTek One RT7A 20 151:: $V;A l l s (bearing ssdduuegn.upper I I 'v'\\f\\ y-y MiTek Two RT16A 12 Ib� �m g 3▪' !Ita € _ ' f\\ \ b MiTek Two RT7A 163€ a= s - I Hatch Legend.. -- — I c i b 1 L `, I I2nd Floor Ceiling @ 8'1-1/8'(18'0-1/4"from 1st Subfbor)i G 0 _ o S _ \�, ,`i' \ 1st Floor Raised Ceiling Q 12'1-1/8" E g u €'"y e F L .x�j 1st Floor Ceiling©9'1-1/8" I v•— CU v 6 II j _— - — ___- _ - .__` .a N N pis " b it i 1 ' ...--_- UI ce gi8 g 1 g¢¢ S wl .l c ". i } 6 f i *" oo 8 ' tMliW i$$ 'ea e F '1b".an. . kr7Afl s 01011 a • I € € 1 F. y Cl.til M c a. u`I g km,RnA 0 kT]A 1 / gg g i Y € 13 .11 TO5(I) 3 g k'' 3 L c8 I Q ! »RYIA " 0.:07 1 € s e Y s_ m ~ Ln s s ar, ,esce o ii11 ; 8 dSgofis • t m m$x 14'O• 15 O. igg — P$i 1 o a s _ OEW.IRt ART n. 2 LAYOUT BAIT 01/27/22 n"`Eg s FOR APPROVAL-ROOF TRUSS PLACEMENT PLAN 011UCOII AU N/Ab/22 .-- t o ark " SCALE N.T.S. POEM 220109941111 Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR GO1 Common Girder 1 2 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering .1. Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page: ID:p9YspFo6f8 W6iFaISIxMBjzvmoA-oLUQXkiMut7kGpz7o4t719GenCr2nSVeGOXmOOznEPJ 3-00-13 6-00-00 j 8-11-03 12-00-00 3-00-13 1 2-11-03 1 2-11-03 I 3-00-13 1 4x4• 9 12 3 4x4 s 4x4� . 15 16 o 2 C 4 0 71 0 1 .l� 5 71il�iii itiLLJn uirrS �. 17 18 7 19 20 — 11.17.4 8 �6 6x8= 3x4= 2x4 A. 2x4a HUS26 HUS26 HUS26 HUS26 3x4= 1-02-12 12-00-00 1-00-00 6-00-00 10-09-04 11-00-00 1-oo-ool 4-09-04 4-09-04 2I12 2-12 1-00-00 Scale=1:51.4 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.02 6-7 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.03 6-7 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.01 6 n/a n/a BCLL 0.0" Code IRC20151TP12014 Matrix-MS BCDL 10.0 Weight:116 lb FT=20% LUMBER 4) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); TOP CHORD 2x4 SPF No.2 Category II;Exp D;Partially Exp.;Ct=1.10 BOT CHORD 2x6 SPF No.2 5) Unbalanced snow loads have been considered for this WEBS 2x4 SPF No.2 design. BRACING 6) This truss has been designed for a 10.0 psf bottom TOP CHORD Structural wood sheathing directly applied or chord live load nonconcurrent with any other live loads. 6-0-0 oc puffins. 7) *This truss has been designed for a live load of 20.0psf DOT CHORD Rigid ceiling directly applied or 10-0-0 oc on the bottom chord in all areas where a rectangle bracing. 3-06-00 tall by 2-00-00 wide will fit between the bottom REACTIONS (size) 6=5-08,(min.1-09),8=5-08,(min. chord and any other members. 1-08) 8) One RT7A MiTek connectors recommended to connect Max Horiz 8=-206(LC 6) truss to bearing walls due to UPLIFT at jt(s)8 and 6. Max Uplift 6=-355(LC 11),8=-351(LC 10) This connection is for uplift only and does not consider lateral Max Gray 6=1993(LC 1),8=1939(LC 1) forces. 9) This trusssces. is designed in accordance with the 2015 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 International Residential Code sections R502.11.1 and (Ib)or less except when shown. R802.10.2 and referenced standard ANSI/TPI 1. TOP CHORD 1-2=-703/88,2-15=-1691/323, 10)Use MiTek HUS26(With 14-16d nails into Girder& 3-15=-1611/336,3-16=-1611/336, 6-16d nails into Truss)or equivalent spaced at 2-0-0 oc 4-16=-1691/323,4-5=-753/91 max.starting at 3-1-4 from the left end to 9-1-4 to BOT CHORD 1-8=-32/515,8-17=-282/1221, connect truss(es)to front face of bottom chord. 17-18=-282/1221,7-18=-282/1221, 11)Fill all nail holes where hanger is in contact with lumber. 7-19=-177/1230,19-20=-177/1230, LOAD CASE(S) Standard 6-20=-177/1230,5-6=-34/555 1) Dead+Snow(balanced):Lumberincrease=1.15,Plate WEBS 3-7=-239/1651,4-7=-75/284,2-7=-75/289, Increase=1.15 2-8=-1138/260,4-6=-1090/255 Uniform Loads(lb/ft) NOTES Vert:1-3=-90,3-5=-90,9-12=-20 1) 2-ply truss to be connected together with 10d Concentrated Loads(Ib) (0.131"x3")nails as follows: Vert:17=-653(F),18=-653(F),19=-653(F),20=-653 Top chords connected as follows:2x4-1 row at 9-00 oc. (F) Bottom chords connected as follows:2x6-2 rows staggered at 9-00 oc. Web connected as follows:2x4-1 row at 9-00 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), unless otherwise indicated. 3) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.opsf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 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. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR G05 Common Girder 1 2 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page.1 I D:ikNfM3Sci2Rloi HKAoQFwKzvmnJoLUQXkiM ut7kGpz7o4t719GalCIXnLYeGOXmOoznEPJ s 3-03-01 7-00-00 10-09-00 14-00-00 I 3-03-01 I 3-08-15 I 3-09-00 I 3-03-00 4x8p 912 4 2x4P 17 18 2x4 e 0 3 5 4 5x6 a A .! Sx6e tO 2 6 4 1 I�� -I % �I 7 III II II II = 11:1 II II 11I -' 19 20 21 8 22 23 24 =' 10x12= 5x16s 5x16e JL28 JL28 JL28 JL28 JL28 JL28 7-00-00 I 14-00-00 7-00-00 7-00-00 Scale=1:51.5 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.08 8-15 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.87 Vert(CT) -0.12 8-15 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.01 7 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:185 lb FT=20% LUMBER 3) Wind:ASCE 7-10;Vult=140mph(3-second gust) TOP CHORD 2x4 SPF No.2 Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. BOT CHORD 2x8 SP No.1 II;Exp D;Enclosed;MWFRS(envelope)exterior zone; WEBS 2x4 SPF No.2 cantilever left and right exposed;end vertical left and SLIDER Left 2x8 SP No.1—1-11-12,Right 2x8 SP right exposed;Lumber DOL=1.60 plate grip DOL=1.60 No.1--1-11-12 BRACING 4) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); TOP CHORD Structural wood sheathing directly applied or Category II;Exp D;Partially Exp.;Ct=1.10 5-3-7 oc purlins. 5) Unbalanced snow loads have been considered for this BOT CHORD Rigid ceiling directly applied or 10-0-0 oc design. bracing. 6) This truss has been designed for a 10.0 psf bottom REACTIONS (size) 1=5-08,(min.3-00),7=5-08,(min. chord live load nonconcurrent with any other live loads. 3-01) 7) *This truss has been designed for a live load of 20.0psf Max Horiz 1=240(LC 9) on the bottom chord in all areas where a rectangle Max Uplift 1=-1850(LC 10),7=-1898(LC 11) 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Max Gray 1=5072(LC 1),7=5202(LC 1) 8) One LUGT2 MiTek connectors recommended to connect FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 truss to bearing walls due to UPLIFT at jt(s)1 and 7. (Ib)or less except when shown. This connection is for uplift only and does not consider TOP CHORD 1-2=-3882/1371,2-3=-4955/1851, lateral forces. 3-17=-4809/1839,4-17=-4747/1854, 9) This truss is designed in accordance with the 2015 4-18=-4747/1854,5-18=-4811/1839, International Residential Code sections R502.11.1 and 5-6=-4960/1852,6-7=-3467/1279 R802.10.2 and referenced standard ANSI/TPI 1. BOT CHORD 1-19=-1524/3948,19-20=-1524/3948, 10)Use MiTek JL28(With 10-10d nails into Girder&6-10d x 20-21=-1524/3948,8-21=-1524/3948, 1-1/2 nails into Truss)or equivalent spaced at 2-0-0 oc 8-22=-1397/3880,22-23=-1397/3880, max.starting at 2-1-4 from the left end to 12-1-4 to 23-24=-1397/3880,7-24=-1397/3880 connect truss(es)to back face of bottom chord. WEBS 4-8=-1996/5280,3-8=-153/350,5-8=-169/344 11)Fill all nail holes where hanger is in contact with lumber. NOTES 12)Minimum of a double stud required directly beneath this 1) 2-ply truss to be connected together with 10d truss to attach LUGT2 tiedown. (0.131"x3")nails as follows: LOAD CASE(S) Standard Top chords connected as follows:2x4-1 row at 9-00 oc. 1) Dead+Snow(balanced):Lumber Increase=1.15,Plate Bottom chords connected as follows:2x8-2 rows Increase=1.15 staggered at 7-00 oc. Uniform Loads(Ib/ft) Web connected as follows:2x4-1 row at 9-00 oc. Vert:1-4=-90,4-7=-90,9-13=-20 2) All loads are considered equally applied to all plies, Concentrated Loads(Ib) except if noted as front(F)or back(B)face in the LOAD Vert:19=-1456(B),20=-1456(B),21=-1456(B), CASE(S)section.Ply to ply connections have been 22=-1456(B),23=-1456(B),24=-1456(B) provided to distribute only loads noted as(F)or(B), unless otherwise indicated. 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. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR M04 Jack-Closed 2 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 ID:rNpZyp72jfmwFzh5sl4w1 Ezvmy3-oLUQXkiMut7kGpz7o4t719GSKCuJnKUeGOXmOOznEPJ 5-03-09 12-00-00 5-03-09 6-08-07 3x6 s i 154 912 .1 42x10s 4 8.6 o q - � Abil. rnoIM 6 to 8 7 5 4x4= 2x4a 6x6= 2x4. 1-02-12 1-00-00 5-03-09 i 11-09-08 12-00-00 1-00-00 4-00-13 6-05-15 Y-08 Scale=1:75.4 2-12 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.05 6-7 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.11 6-7 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(CT) -0.01 6 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:61 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SPF No.2 bearing plate capable of withstanding 564 lb uplift at BOT CHORD 2x4 SPF No.2 joint 6. WEBS 2x4 SPF No.2 8) One RT7A MiTek connectors recommended to connect WEDGE Left:2x4 SPF No.2 truss to bearing walls due to UPLIFT at jt(s)8.This BRACING connection is for uplift only and does not consider lateral TOP CHORD Structural wood sheathing directly applied or forces. 5-3-4 oc purlins, except end verticals. 9) This truss is designed in accordance with the 2015 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc International Residential Code sections R502.11.1 and bracing. R802.10.2 and referenced standard ANSI/TPI 1. WEBS 1 Row at midpt 3-6 10)WARNING:The following hangers are manually applied REACTIONS (size) 6=Mechanical,(min.1-08), but fail due to geometric considerations:One RT7A on 8=5-08,(min.1-08) front face at 1-0-13 from the left end. Max Horiz 8=642(LC 12) LOAD CASE(S) Standard Max Uplift 6=-564(LC 12),8=-52(LC 12) Max Gray 6=750(LC 18),8=740(LC 18) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. TOP CHORD 1-12=-314/341,2-13=-276/116,3-6=-383/297 BOT CHORD 7-8=-469/605,6-7=-469/606 WEBS 2-6=-695/539,2-8=-715/0,2-7=0/252 NOTES 1) Wind:ASCE 7-10;Vult=l40mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-9-1,Exterior(2)7-9-1 to 12-0-0 zone;cantilever 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 D;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 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. Job Truss Truss Type Qty Ply Wilfln Road-S.Yarmouth,MA 22010994BR MO4A Jack-Closed 4 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 ID:kh5wxobu nKYXppbP5HlqaFzvmxT-oLUQXkiMut7kGpz7o4t719GSQCt2nJ9eGOXmOOzn EPJ 5-03-09 12-00-00 5-03-09 6-08-07 3x6n 34 _ 9 912 1�3 3x6♦ 3 0 0 2 11 0 1 ... . �. - ;;I L 116 - 7 5 4x4= 2x4rr 6x6= 5-03-09 11-09-08 12-00-00 5-03-09 6-05-15 2_08 Scale=1:63.8 Loading (pst) Spacing 2-00-00 CSI DEFL in (loc) l/defl Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.05 6-7 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.10 6-7 >999 180 TCDL 10.0 Rep Stress Ina YES WB 0.80 Horz(CT) 0.01 6 n/a n/a BCLL 0.0' Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:55 lb FT=20% LUMBER 7) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SPF No.2 8) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SPF No.2 bearing plate capable of withstanding 47 lb uplift at joint WEBS 2x4 SPF No.2 1 and 569 lb uplift at joint 6. WEDGE Left:2x4 SPF No.2 9) This truss is designed in accordance with the 2015 BRACING International Residential Code sections R502.11.1 and TOP CHORD Structural wood sheathing directly applied or R802.10.2 and referenced standard ANSIITPI 1. 5-7-10 oc purlins, except end verticals. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. WEBS 1 Row at midpt 3-6 REACTIONS (size) 1=Mechanical,(min.1-08),6= Mechanical,(min.1-08) Max Horiz 1=642(LC 12) Max Uplift 1=-47(LC 12),6=-569(LC 12) Max Gray 1=673(LC 18),6=817(LC 18) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. TOP CHORD 1-11=-842/61,2-11=-591/0,2-12=-275/114, 3-6=-382/294 BOT CHORD 1-7=-651/673,6-7=-485/673 WEBS 2-6=-778/561,2-7=0/271 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-9-1,Exterior(2)7-9-1 to 12-0-0 zone;cantilever 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 D;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf 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) All bearings are assumed to be User Defined crushing capacity of 425 psi. 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. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR M04GE Monopitch Supported Gable 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering i Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 I D:zQ8KgtiXf 5hFOBn77gQxR9zvmxK-oLU QXkiMut7kGpz7o4t719GdgCwAn RzeGOXm OOzn E PJ I 12-00-00 I — 78 — 6 9f 0Ail 1 o Q °' • oZ1 9 3x4= Q I 11-09-08 12-i -00 I 11-09-08 2-08 Scale=1:58.8 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.17 Vert(a) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.13 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.30 Horiz(TL) -0.02 8 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:67 lb FT=20% LUMBER 3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); TOP CHORD 2x4 SPF No.2 Category II;Exp D;Partially Exp.;Ct=1.10 BOT CHORD 2x4 SPF No.2 4) Unbalanced snow loads have been considered for this WEBS 2x4 SPF No.2 design. OTHERS 2x4 SPF No.2 5) All plates are 2x4 MT20 unless otherwise indicated. WEDGE Left:2x4 SPF No.2 6) Gable requires continuous bottom chord bearing. BRACING 7) Gable studs spaced at 2-0-0 oc. TOP CHORD Structural wood sheathing directly applied or 8) This truss has been designed for a 10.0 psf bottom 6-0-0 oc purlins, except end verticals. chord live load nonconcurrent with any other live loads. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 9) •This truss has been designed for a live load of 20.0psf bracing. on the bottom chord in all areas where a rectangle WEBS 1 Row at midpt 7-9 3-06-00 tat by 2-00-00 wide will fit between the bottom REACTIONS All bearings 12-00-00. chord and any other members. (Ib)-Max Horiz 1=644(LC 12),15=644(LC 12) 10)Provide mechanical connection(by others)of truss to (Ib)or at joint(s) bearing plate capable of withstanding 100 lb uplift at Max Uplift All uplift 100 8,9 except 1(lb) less(LC 10, joint(s)8,9 except(jt=lb)1=143,10=187,11=183, 12=192,13=148,14=322,1=143. 10=-187(LC 12),11=-183(LC 12), 11)This truss is designed in accordance with the 2015 12=-193(LC 12),13=-148(LC 12), International Residential Code sections R502.11.1 and 14=-322(LC 12),15=-143(LC 10) R802.10.2 and referenced standard ANSUTPI 1. Max Gray All reactions 250(Ib)or less at joint (s)8,9,12,13 except 1=501(LC LOAD CASE(S) Standard 12),10=324(LC 18),11=265(LC 18),14=309(LC 21),15=501(LC 12) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. TOP CHORD 1-2=-767/632,2-3=-602/493,3-4=-476/392, 4-5=-340/282 BOT CHORD 1-14=-469/383 WEBS 6-10=-283/210,2-14=-272/259 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Corner(3)0-0-0 to 3-0-0,Exterior(2)3-0-0 to 12-0-0 zone;cantilever 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. 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. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR PB01 Piggyback 8 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 I D:b7 WA_ffP_N KQ W HDuKC3ccKzvnAt-oL UQXkiMut7kGpz7o4t719GaTCwknRUeGOXmOOznE PJ 0 10-06-13 I 20-05-11 21-01-11 p 9-10-13 9-10-13 �_p� 4x4c 5 • 2 91 2425 227 4 6 ao CNI CNI I 9 7 o1 of 9 NI. 4 4 4I8 �l 9 V 15 14 13 12 11 10 3x4= 3x4= 3x4= 1 19-09-11 Scale=1:53.3 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.16 Vert(CT) n/a - n/a 999 TCDL 10.0 Rep Stress lncr YES WB 0.27 Horz(CT) 0.01 19 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:74 lb FT=20% LUMBER 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) TOP CHORD 2x4 SPF No.2 Vasd=111mph;TCDLe5.0psf;BCDL=5.0psf;h=24ft;Cat. BOT CHORD 2x4 SPF No.2 II;Exp D;Enclosed;MWFRS(envelope)exterior zone OTHERS 2x4 SPF No.2 and C-C Exterior(2)0-3-1 to 3-3-1,Interior(1)3-3-1 to BRACING 7-7-3,Exterior(2)7-7-3 to 13-7-3,Interior(1)13-7-3 to TOP CHORD Structural wood sheathing directly applied or 17-11-4,Exterior(2)17-11-4 to 20-11-4 zone;cantilever 6-0-0 oc purlins. left and right exposed;end vertical left and right BOT CHORD Rigid ceiling directly applied or 10-0-0 oc exposed;C-C for members and forces&MWFRS for bracing. reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS All bearings 19-09-11. 2) Truss designed for wind loads in the plane of the truss (Ib)-Max Horiz 2=355(LC 11),16=355(LC 11) only. For studs exposed to wind(normal to the face), Max Uplift All uplift 100(lb)or less at joint(s) see Standard Industry Gable End Details as applicable, 8,19 except 2=-119(LC 8), or consult qualified building designer as per ANSI/TPI 1. 10=-307(LC 13),12=-408(LC 13), 3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); 14=-408(LC 12),15=-309(LC 12), Category II;Exp D;Partially Exp.;Ct=1.10 16=-119(LC 8) 4) Unbalanced snow loads have been considered for this Max Gray All reactions 250(Ib)or less at joint design. (s)2,8,16,19 except 10=393(LC 5) This truss has been designed for greater of min roof live 23),12=598(LC 23),13=489(LC load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on 25),14=598(LC 22),15=395(LC overhangs non-concurrent with other live loads. 22) 6) All plates are 2x4 MT20 unless otherwise indicated. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 7) Gable requires continuous bottom chord bearing. (Ib)or less except when shown. 8) Gable studs spaced at 4-0-0 oc. TOP CHORD 2-3=-350/274,3-23=-273/178, 9) This truss has been designed for a 10.0 psf bottom 4-24=-269/282,24-25=-262/283, chord live load nonconcurrent with any other live loads. 5-25=-243/304,5-26=-243/272, 10)*This truss has been designed for a live load of 20.0psf 26-27=-262/252,6-27=-269/251, on the bottom chord in all areas where a rectangle 7-8=-271/181 3-06-00 tall by 2-00-00 wide will fit between the bottom BOT CHORD 2-15=-132/259,14-15=-132/259, chord and any other members,with BCDL=10.0psf. 13-14=-132/259,12-13=-132/259, 11)Provide mechanical connection(by others)of truss to 11-12=-132/259,10-11=-132/259, bearing plate capable of withstanding 100 lb uplift at 8-10=-132/259 joint(s)8,8 except(jt=lb)2=119,14=408,15=308, WEBS 5-13=-275/19,4-14=-475/450, 12=408,10=306,2=119. 3-15=-362/340,6-12=-475/449, 12)This truss is designed in accordance with the 2015 7-10=-362/339 International Residential Code sections R502.11.1 and NOTES R802.10.2 and referenced standard ANSI/TPI 1. 13)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. LOAD CASE(S) Standard 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. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR PBO1GE Piggyback 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 ID:6TP4cSIU77xt7h7EgQ2jYhzvn78-oLUOXkiMut7kGpz7o41719GbeCxdnRzeGOXmOOznEPJ 8-00 5-08-08 10-06-13 15 05 03 20-05-11 21-01-11 p 5-00-08 4-10-05 4-10-OS I 5-00-08 0 4x4 6 — — 12 912 2e9 I 3031 5 7 t0 '7 NiS 9 4 w00AII! 'c1 2 � 0 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x4= I 10-06-13 I 20-05-11 9-10-13 9-10-13 Scale=1:54.7 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 10 n/a n/a BCLL 0.0' Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:87 lb FT=20% LUMBER 2) Truss designed for wind loads in the plane of the truss TOP CHORD 2x4 SPF No.2 only. For studs exposed to wind(normal to the face), BOT CHORD 2x4 SPF No.2 see Standard Industry Gable End Details as applicable, WEBS 2x4 SPF No.2 or consult qualified building designer as per ANSI/TPI 1. OTHERS 2x4 SPF No.2 3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); BRACING Category II;Exp D;Partially Exp.;Ct=1.10 TOP CHORD Structural wood sheathing directly applied or 4) Unbalanced snow loads have been considered for this 6-0-0 oc puffins. design. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 5) This truss has been designed for greater of min roof live bracing. load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on REACTIONS All bearings 19-09-11. overhangs non-concurrent with other live loads. (Ib)- Max Horiz 2=355(LC 11),20=355(LC 11) 6) All plates are 2x4 MT20 unless otherwise indicated. Max Uplift All uplift 100(Ib)or less at joint(s) 7) Gable requires continuous bottom chord bearing. 8) Gable 10,15,24 except 2=-109(LC 8), 9) This truss has been designed for a 10.0 psf bottom 12=-255(LC 13),14=-277(LC 13), chord live load nonconcurrent with any other live loads. 16=-289(LC 12),17=-261(LC 12), 20r 10)*This truss has been designed for a live load of 20.0psf (LC 8 8) on the bottom chord in all areas where a rectangle Max Gray All reactions 250(Ib)or less at joint(s) 3-06-00 tall by 2-00-00 wide will fit between the bottom 23), 41=,23,(LC2 except 1481(LC0 chord and any other members. 14=523 20),15=481 11)Provide mechanical connection(by others)of truss to 1),16=523(LC 19),17=367(LC 22) bearing plate capable of withstanding 100 lb uplift at joint(s)15,10,10 except(jt=lb)2=108,16=289,17=261, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 14=276,12=254,2=108. (Ib)or less except when shown. 12)This truss is designed in accordance with the 2015 TOP CHORD 2-3=-268/226,3-27=-279/161,6-29=-181/252 International Residential Code sections R502.11.1 and WEBS 6-15=-306/24,5-18=-444/339, R802.10.2 and referenced standard ANSI/TPI 1. 16-18=440/331,3-17=-303/284, 13)See Standard Industry Piggyback Truss Connection 7-19=-444/329,14-19=-440/319, Detail for Connection to base truss as applicable,or 9-12=-303/279 consult qualified building designer. NOTES LOAD CASE(S) Standard 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-3-1 to 3-3-1,Interior(1)3-3-1 to 7-7-3,Exterior(2)7-7-3 to 13-7-3,Interior(1)13-7-3 to 17-11-4,Exterior(2)17-11-4 to 20-11-4 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 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. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR T01GE Common Supported Gable 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page 1 ID:84MLGG FI3wMs I6jn FdjUmezvmwd-K9w2JOhk7Z7tffOpFMLmlykSjpam21 YU2koCsZznEPK 6-00-00 I 12-00-00 6-00-00 6-00-00 4x4. 4 11111. 6 91� 3 • 9 2 6 aaj •O.•000p.O•......m.•.ot.t.0•.000000•.•.0•.00•.00 ..•...A 3x4= 12 11 10 9 8 3x4= 00-0 i 12-00-00 -00-00 11-00-00 Scale=1:40.2 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.14 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horiz(TL) 0.00 8 n/a n/a BCLL 0.0' Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:47 lb FT=20% LUMBER 8) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SPF No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SPF No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom OTHERS 2x4 SPF No.2 chord and any other members. BRACING 9) Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or bearing plate capable of withstanding 246 lb uplift at 10-0-0 oc purlins. joint 11,193 lb uplift at joint 12,244 lb uplift at joint 9 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc and 190 lb uplift at joint 8. bracing. 10)Non Standard bearing condition. Review required. REACTIONS All bearings 10-00-00. 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and (Ib)-Max Horiz 12=-206(LC 8) R802.10.2 and referenced standard ANSI/TPI 1. Max Uplift All uplift 100(Ib)or less at joint(s) LOAD CASE(S) Standard except 8=-190(LC 12),9=-244(LC 13),11=-246(LC 12),12=-194(LC 13) Max Gray All reactions 250(Ib)or less at joint (s)except 8=315(LC 19),9=305 (LC 22),10=343(LC 1),11=331 (LC 21),12=315(LC 18) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. WEBS 4-10=-294/21,3-11=-252/236,2-12=-235/269 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Corner(3)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 D;Partially Exp.;Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR T02 Piggyback Base 2 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering • Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 I D:onrl l_d mnsMw4Z5YR6O8q Izvn0a-oLU QXki Mut7kGpz?o4t719GYDCuFn I FeGOXmOOznEPJ 1-05-08 6-03-07 11-09-08 14-09-13 23-10-03 32-09-12 36-00-03 43-10-02 49-05-08 50-10-00 I 1 I I I I I I I I I 1-05-08 4-09-15 5-06-01 3-00-05 9-00-05 8-11-09 3-02-07 7-10-00 5-07-06 1-04-08 4x4= 6x10= 5x6= 5x8= 8x8= 6 33 7 8 34 en OM 35 36 9 10 ® m nP° T4 GM BR 1911 4x6• 3x4n 91, 5 I' N N. la, 0 1 6x6a 0 32 65 W12 37 0 3 12 31 40 r 38 111/ 7/Ai 4x8• 03 D4 '� r14 4x8• 2 4 23 398 40 22 41 42 21 43 20 // 13 0 4x4= 8x8= 7x16= 0 1 -71 CO B1 '24 rn 19 ` r 07 gyp y 14 26 25 354a 3x4a 1817 g 15 4x6• 5x12= 8x8= 42 00 00 5x12= 8x8= 2x4n 4x10a 4x6= a R 4xx6 1-05-08 32-07-00 36-11-00 Ont0-170-00 1-00-00 6-03-07 11-11-04 19-11-02 27-09-05 27-11-04 36-00-01 42-09-04 49-05-08 49-10-00 I II 4-09-15 5-07-13 I 7-11-14 I 7-10-03 II 4-07-12 1 3-05-01 I I 5-10-04 I 6-08-04 4-08 1-00-00- 1-15 10-15 Scale=1:90.2 5-08 1-00-00 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.17 22-23 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.32 Vert(CT) -0.28 22-23 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.22 16 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:350 lb FT=20% LUMBER WEBS 3-23=-394/987,18-20=-393/1200, 9) Graphical purlin representation does not depict the size TOP CHORD 2x6 SPF 2100F 1.8E 10-20=-1170/2542,10-18=-2045/845, or the orientation of the purlin along the top and/or BOT CHORD 2x6 SPF 2100F 1.8E*Except*24-5:2x4 SPF 12-18=-909/2308,12-16=-3050/1390, bottom chord. No.2,9-19:2x6 SPF No.2 3-25=-1443/680,23-25=-1049/2226, 10)Double installations of RT7A require the two hurricane WEBS 2x4 SPF No.2*Except*2-26,13-15:2x6 SPF 2-26=-2090/1040,13-15=-225/340, ties to be installed on opposite sides of top plate to No.2 13-16=-432/196,2-25=-647/1768, avoid nail interference in single ply truss. BRACING 6-23=-823/1491,9-21=-425/1262, 11)The loading on this truss has been modified to reflect TOP CHORD Structural wood sheathing directly applied or 6-22=-405/694,8 22=452/490, the roof profile,the ridgeline is located 25-5-0 from joint 4-11-7 oc purlins,except 8-21=-1140/526 1 and has a slope of 9.000 on the left and-9.000 on the 2-0-0 oc purlins(5-1-8 max.):6-10. NOTES right. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) LOAD CASE(S) Standard bracing. Except: Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. 1 Row at midpt 9-20 II;Exp D;Enclosed;MWFRS(envelope)exterior zone WEBS 1 Row at midpt 10-20,12-18,12-16, and C-C Exterior(2)0-0-0 to 5-1-0,Interior(1)5-1-0 to 6-23,8-22,8-21 7-8-8,Exterior(2)7-8-8 to 22-1-0,Interior(1)22-1-0 to WEBS 2 Rows at 1/3 pts 10-18 28-9-0,Exterior(2)28-9-0 to 43-1-8,Interior(1)43-1-8 REACTIONS (size) 15 4-08,(min.1-08),16=5 08, to 45-9-0,Exterior(2)45-9-0 to 50-10-0 zone;cantilever (min.08,( in.1-026=5- ),16=(mi 08,3-0 left and right exposed;end vertical left and right Max Horiz (mi26=n. 43 2),(L 8) exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip Max Uplift 15=-244(LC 18),16=-784(LC 9), DOL=1.60 26=-782(LC 12) 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); Max Gray 15=331(LC 11),16=3225(LC 1), Category II;Exp D;Partially Exp.;Ct=1.10,W left 26=2395(LC 18) =25-5-0,W right=25-5-0 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 3) Unbalanced snow loads have been considered for this (Ib)or less except when shown. design. TOP CHORD 1-2=-300/82,2-31=-2659/1106, 4) This truss has been designed for a 10.0 psf bottom 3-31=-2425/1132,3-32=-3798/1572, chord live load nonconcurrent with any other live loads. 4-32=-3636/1586,4-5=-3618/1601, 5) *This truss has been designed for a live load of 20.0psf 5-6=-3648/1820,6-33=-2653/1365, on the bottom chord in all areas where a rectangle 7-33=-2653/1365,7-8=-2653/1365, 3-06-00 tall by 2-00-00 wide will fit between the bottom 8-34=-2328/1262,34-35=-2328/1262, chord and any other members,with BCDL=10.0psf. 35-36=-2328/1262,9-36=-2328/1262, 6) Two RT7A MiTek connectors recommended to connect 9-10=-1868/1072,10-11=-1161/802, truss to bearing walls due to UPLIFT at jt(s)16 and 26. 11-37=-1363/770,12-37=-1404/754, This connection is for uplift only and does not consider 12-38=-3511713,13-38=-381/656 lateral forces. BOT CHORD 1-26=-73/292,25-26=-560/622, 7) One RT7A MiTek connectors recommended to connect 5-23=-418/410,23-39=-1108/2464, truss to bearing walls due to UPLIFT at jt(s)15.This 39-40=-1108/2464,22-40=-1108/2464, connection is for uplift only and does not consider lateral 22-41=-1211/2714,41-42=-1211/2714, forces. 2142=-1211/2714,21-43=-761/1921, 8) This truss is designed in accordance with the 2015 20-43=-759/1923,9-20=-1370/797, International Residential Code sections R502.11.1 and 17-18=-1006/534,16-17=-1006/534 R802.10.2 and referenced standard ANSI/TPI 1. 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. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR TO2GE Piggyback Base Supported Gable 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering - Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 • ID:2sWr17mkekCaMTHdxr48d6zvnT6-oLUOXkiMut7kGpz7o4t719GewCxKnPPeGOXmOOznEPJ 1i 1 12 11-09-00 114-09-131 32-09-08 136-00-031 49-08-04 50-10-00 1-01-12 10-07-04 3-00-13 17-11-11 3-02-11 13-08-01 1-01-12 4x6= 8x8= 3x4ri 6x6= 3x4ii 11 12 13 14 6815 16 17 18 699 2021 22 224 - 10 Cm - T3C Er � BM e = C 4x6♦ N.:5 9 4x6e No:912 785 T6 ST6 GT6 3T6 ST6 1-6 3f6 3T6 31627 y 28 90 6 35 3T7 r8 I co 29 9 E2 9 4XST4 ITS Silo .f11 3a /0 56 a u B B4 ' 43 5r12 r 3171 2 3 9T2 61-355 4 54 53 52 51 50 49 48 47 46 r,3 y 32 01 1 33 0 8x8= _71 - -57 m 44 - - 0 6362 61 60 59 58 3x4n 3x4= 43 4241 40 39 38 37 36 35 34 4x6♦ 3x4= 3x4a 4x6= 4x6$ 50-10-00 1-01-12 11-10-12 I _ 27-10-12 32-07-12 l 36-11-00 I 49-08-04 49-110-00 1-01-12 10-09-00 16-00-00 4-09-00 4-03-04 12-09-04 1-12 1-00-00 Scale=1:85.1 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 21 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.12 Vert(CT) 0.00 21 >999 180 TCDL 10.0 Rep Stress Ina YES WB 0.40 Horz(CT) 0.05 39 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:392 lb FT=20% LUMBER Max Gray All reactions 250(Pb)or less at joint 1) Wind:ASCE 7-10;Vult=l4omph(3-second gust) TOP CHORD 2x6 SPF 2100F 1.8E (s)44,45,57 except 34=253(LC Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. BOT CHORD 2x6 SPF 2100E 1.8E*Except* 19),35=293(LC 40),36=382(LC II;Exp D;Enclosed;MWFRS(envelope)exterior zone 57-9,21-44:2x4 SPF No.2 30),37=365(LC 30),38=367(LC and C-C Corner(3)0-0-0 to 5-1-0,Exterior(2)5-1-0 to WEBS 2x4 SPF No.2 30),39=373(LC 30),40=374(LC 9-9-12,Corner(3)9-9-12 to 20-0-3,Exterior(2)20-0-3 OTHERS 2x4 SPF No.2 30),42=365(LC 44),43=257(LC to 30-10-4,Corner(3)30-10-4 to 41-0-4,Exterior(2) BRACING 29),46=265(LC 29),47=365(LC 41-0-4 to 45-9-0,Corner(3)45-9-0 to 50-10-0 zone; TOP CHORD Structural wood sheathing directly applied or 29),48=372(LC 29),49=366(LC cantilever left and right exposed;end vertical left and 6-0-0 oc purlins,except 29),50=360(LC 29),51=367(LC right exposed;C-C for members and forces&MWFRS 2-0-0 oc puriins(6-0-0 max.):11-23. 29),52=377(LC 29),53=375(LC for reactions shown;Lumber DOL=1.60 plate grip 29),54=390(LC 43),55=453(LC DOL=1.60 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 44),56=371(LC 30),58=305(LC 2) Truss designed for wind loads in the plane of the truss bracing, Except: 30),59=374(LC 30),60=366(LC only. For studs exposed to wind(normal to the face), 10-0-0 oc bracing:56-57,44-45. 30),61=384(LC 30),62=694(LC see Standard Industry Gable End Details as applicable, T-Brace: 2x4 SPF No.2- 10),63=963(LC 11) or consult qualified building designer as per ANSI/TPI 1. 21 45 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); 22-43,WEBS T-Brace: 2x4SPF-40 -24 42, (Ib)or less except when shown. Category II;Exp D;Partially Exp.;Ct=1.10 25-40 TOP CHORD 1-2=-576/583,2-3=-711/723,3-4=-579/610, 4) Unbalanced snow loads have been considered for this Fasten(2X) T and I braces to narrow edge 4-5=-540/602,5-6=-503/679,6-7=-474/750, design. of web with 10d(0.131"x3")nails,6in 7-8=-455/756,8-9=-554/817,9-10=-683/913, 5) This truss is not designed to support a ceiling and is not o.c.,with Sin minimum end distance. 10-11=-614/772,11-12=-607/772, intended for use where aesthetics are a consideration. Brace must cover 90%of web length. 12-13=-607/772,13-14=-607/772, 6) Provide adequate drainage to prevent water ponding. REACTIONS All bearings 41-06-08.except 37=7-03-08, 14-68=-607/772,15-68=-607/772, 7) All plates are 2x4 MT20 unless otherwise indicated. 36=7-03-08,35=7-03-08,34=7-03-08 15-16=-608/773,16-17=-608/773, 8) Gable studs spaced at 2-0-0 oc. (Pb)- Max Horiz 63=513(LC 9) 17-18=-608/773,18-69=-609/773, 9) This truss has been designed for a 10.0 psf bottom Max Uplift All uplift 100(Ib)or less at joint(s) 19-69=-609/773,19-20=-609/773, chord live load nonconcurrent with any other live loads. 42,43,44,46,57 except 34=-174 20-21=-609/773,21-22=-609/774, (LC 13),35=-154(LC 13),36=-190 22-23=-609/774,23-24=-553/688, (LC 13),37=-182(LC 13),38=-186 24-25=-691/870,25-26=-625/783, (LC 13),39=-210(LC 13),40=-106 26-27=-495/634,27-28=-507/623, (LC 13),45=-116(LC 8),47=-105 28-294-401/499,29-30=-297/365 (LC 8),48=-106(LC 8),49=-105 BOT CHORD 1-63=-499/504,9-56=-354/241 (LC 9),50=-101(LC 9),51=-103 WEBS 24-42=-321/194,19-47=-322/129, (LC 8),52=-114(LC 8),53=-121 18-48=-331/129,17-49=-328/126, (LC 8),54=-119(LC 11),55=-132 16-50=-319/123,15-51=-326/125, (LC 9),56=-233(LC 12),58=-147 14-52=-337/140,13-53=-334/147, (LC 12),59=-186(LC 12),60=-190 12-54=-356/161,10-55=-388/158, (LC 12),61=-168(LC 12),62=-640 8-58=-268/162,6-59=-333/208, (LC 9),63=-944(LC 8) 5-60=-328/203,4-61=-336/211, 3-62=-338/266,25-40=-334/124, 26-394-333/230,28-38=-326/205, 29-37=-326/202,30-36=-335/207, 31-35=-272/187 NOTES 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. 'NW Continued on page 2 Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR TO2GE Piggyback Base Supported Gable 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:2 • I D:2s W rl7mkekCaM7H dxr4Bd6zvn76-oLUQXkiMut7kGpz7o4t719GewCxKnPPeGOXmOozn EPJ 10)'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. 11)Bearings are assumed to be:Joint 63 SPF 2100F 1.8E crushing capacity of 525 psi. 12)Bearing at joint(s)56,45 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)57,44,42,43,46 except(jt=lb)56=232,47=105, 48=105,49=105,50=100,51=103,52=113,53=120, 54=118,55=131,58=146,59=185,60=189,61=168, 62=639,40=105,39=209,38=186,37=181,36=189, 35=154,45=116,63=943,34=173. 14)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. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard 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(SCSI) for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR T03 Piggyback Base 6 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering • Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 I D:Y2wnVm7o3TCVfpd0Q1MvSSzvnGj-oLUQXki Mut7kGpz?o4t919GX2CucnGCeGOXmOozn EPJ 1-05-08 6-03-07 11-09-08 14-09-13 24-01-06 32-08-12 36-00-03 41-04-02 43-10-02 49-05-08 50-10-00 I I I I I I I I I t I 1 1-05-08 4-09-15 5-06-01 3-00-05 9-03-09 8-07-06 3-03-07 5-04-00 2-06-001 5-07-06 1-04-08 5x10= 6x10- 4x6= 4x4ii 6x6= 6 34 7 8 35 36 37 9 10 4x6, 3x4u 40 17 5 �1 11 t' 4x6 co N 9 y. % A, * - 4x6s 4 6944 12 9 33 /. o co 9 3813 4 0 o NN 3 E7 13 �r 4 N 32 i�F o gg ao rn ,- co°° 4x84. i� ° li ea 21 _ - 2 24408 41 23 42 43 22 8x12= 12x124 o 0 /�„y / oo 4x4= Bx8= � o 0 mI o 1 ,,J1 aB1 25 _ 18 m DB_Will. ;15AA 127 26 3x4n 42 W 00 3x4n 45 46 17 16 4x64 5x10= 8x8= 10x12= 8x8= 4x6* 4x1011 5x6= Two RT16A 1-05-08 50-10-00 1-00-00 6-03-07 11-11-04 19-11-02 27-09-05 32-10-08 36-03-00 42-09-04 49-05-08 49-10-00 I I I I I I I I I I I I I 1-00-00 4-09-15 5-07-13 7-11-14 7-10-03 5-01-03 3-04-08 6-06-04 6-08-04 4-08 Scale=1:90.4 5-08 1-00-00 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip IDOL 1.15 TC 0.54 Vert(a) -0.21 21 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.32 21 >999 180 TCDL 10.0 Rep Stress Incr. YES WB 0.99 Horz(CT) 0.31 17 n/a n/a BCLL 0.0' Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:358 lb FT=20% LUMBER BOT CHORD 1-27=-75/268,26-27=-550/598, 7) Bearings are assumed to be:,Joint 17 User Defined TOP CHORD 2x6 SPF 2100F 1.6E 5-24=-418/408,24-40=-985/2179, crushing capacity of 425 psi,Joint 17 SPF No.2 BOT CHORD 2x6 SPF 2100F 1.8E*Except*25-5,21-9:2x4 40-41=-985/2179,23-41=-985/2179, crushing capacity of 425 psi,Joint 16 User Defined SPF No.2,19-18:2x6 SPF No.2 23-42=-999/2221,42-43=-999/2221, crushing capacity of 425 psi,Joint 16 SPF No.2 WEBS 2x4 SPF No.2*Except*11-17:2x4 SPF 22-43=-999/2221,9-20=-889/370, crushing capacity of 425 psi. 2100F 1.8E,14-16,2-27:2x6 SPF No.2 19-20=-452/1280,19-44=-303/1060, 8) Two RT16A MiTek connectors recommended to connect BRACING 11-44=-303/1062,18-19=-1272/676, truss to bearing walls due to UPLIFT at jt(s)17 and 16. TOP CHORD Structural wood sheathing directly applied or 18 45=-330/164,45 46=-330/164, This connection is for uplift only and does not consider 5-2-12 oc puriins,except 17-46=-330/164,16-17=-278/189, lateral forces. 2-0-0 oc purlins(4-3-6 max.):6-10. 15-16=-278/189 9) Two RT7A MiTek connectors recommended to connect BOT CHORD Rigid ceiling directly applied or 6-0-0 oc WEBS 3-24=-333/846,8-20=-988/2401, truss to bearing walls due to UPLIFT at jt(s)27.This bracing. 13-17=-565/491,10-20=-1337/2856, connection is for uplift only and does not consider lateral WEBS 1 Row at midpt 8-20,6-24,8-23,8-22, 3-26=-1307/622,24-26=-965/2032, forces. 14 17 6-24=-818/1437,6-23=-354/419, 10)This truss is designed in accordance with the 2015 WEBS 2 Rows at 1/3 pts 11-17 8-23=-199/461,8-22=-1811/906, International Residential Code sections R502.11.1 and 20-22=-965/2285,11-18=-653/1316, R802.10.2 and referenced standard ANSI/TPI 1. REACTIONS (size) 16=4-08,(min.1-08),17=5-08, 11-17=-4073/1434,14-16=-628/1274, 11)Graphical purlin representation does not depict the size (req.7-07),27=5-08,(min.2-13) 14-17=-1622/568,2-27=-1935/1009, or the orientation of the purlin along the top and/or Max Horiz 27=-513(LC 10) 2-26=-617/1612,10-19=-1221/671 bottom chord. Max Uplift 16=-1415(LC 24),17=-1310(LC NOTES 12)This truss has large uplift reaction(s)from gravity load 9),27=-772(LC 12) 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) case(s).Proper connection is required to secure truss Max Gray 16=766(LC 9),17=4758(LC 1), Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. against upward movement at the bearings.Building 27=2219(LC 18) II;Exp ID;Enclosed;MWFRS(envelope)exterior zone designer must provide for uplift reactions indicated. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 and C-C Exterior(2)0-0-0 to 5-1-0,Interior(1)5-1-0 to 13)Double installations of RT16A require installation on (Ib)or less except when shown. 7-8-8,Exterior(2)7-8-8 to 22-1-0,Interior(1)22-1-0 to both interior and exterior sides. TOP CHORD 1-2=-271/85,2-32=-2437/1073, 28-9-0,Exterior(2)28-9-0 to 43-1-8,Interior(1)43-1-8 14)Double installations of RT7A require the two hurricane 3-32=-2202/1088,3-33=-3415/1497, to 45-9-0,Exterior(2)45-9-0 to 50-10-0 zone;cantilever ties to be installed on opposite sides of top plate to 4-33=-3253/1512,4-5=-3235/1526, left and right exposed;end vertical left and right avoid nail interference in single ply truss. 5-6=-3261/1743,6-34=-2253/1285, exposed;C-C for members and forces&MWFRS for 7-34=-2253/1285,7-8=-2253/1285, reactions shown;Lumber DOL=1.60 plate grip 8-35=-3474/1514,35-36=-3474/1514, DOL=1.60 36-37=-3474/1514,9-37=-3474/1514, 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); 9-10=-3389/1484,10-11=-1145/464, Category II;Exp D;Partially Exp.;Ct=1.10,W left 11-12=-961/2549,12-38=-964/2322, =25-5-0,W right=25-5-0 13-38=-974/2311,13-39=-962/2483, 3) Unbalanced snow loads have been considered for this 14-39=-985/2292,14-15=-217/400 design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.0psf 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. 6) WARNING:Required bearing size at joint(s)17 greater than input bearing size. 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. di MI Continued on page 2 , Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR T03 Piggyback Base 6 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering - Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page 2 ID:Y2wnVm7o3TCVfpd0QfMvSSzvnGj-oLUQXkiMut7kGpz7o4t719GX2CucnGCeGOXmOOznEPJ 15)The loading on this truss has been modified to reflect the roof profile,the ridgeline is located 25-5-0 from joint 1 and has a slope of 9.000 on the left and-9.000 on the right. LOAD CASE(S) Standard 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. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR T05 Common 7 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 ID:U ljpggdmMeVHG_YP5jEwaTzvmsG-oLUOXki Mut7kGpz?o4t719GT_Ct3nT_eG OXmOOznE PJ f 1-02-12 8-00-00 ( 14-09-04 16-00-00 1-02-12 6-09-04 6-09-04 1-02-12 5x6 e 3 418 o21 _:,gin 5 — aoI !ter. — _ t 7 4x4= 8 p� 6 (t 4"4 00 00 n 3x(ie 3x6 4x4= 1-02-12 16-00-00 'I°II 8-00-000 14-09-04 1s 11-0o 1-00-00 6-09-04 6-09-04 2-12 2-12 1-00-00 Scale=1:59.7 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.03 7-8 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.07 7-8 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.01 6 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:66 lb FT=20% LUMBER 4) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SPF No.2 chord live load nonconcurrent with any other live loads. BOT CHORD 2x4 SPF No.2 5) 'This truss has been designed for a live load of 20.0psf WEBS 2x4 SPF No.2 on the bottom chord in all areas where a rectangle WEDGE Left:2x4 SPF No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom Right:2x4 SPF No.2 chord and any other members. BRACING 6) One RT7A MiTek connectors recommended to connect TOP CHORD Structural wood sheathing directly applied or truss to bearing walls due to UPLIFT at jt(s)8 and 6. 5-9-4 oc puffins. This connection is for uplift only and does not consider BOT CHORD Rigid ceiling directly applied or 10-0-0 oc lateral forces. bracing, Except: 7) This truss is designed in accordance with the 2015 8-10-3 oc bracing:7-8. International Residential Code sections R502.11.1 and REACTIONS (size) 6=5-08,(min.1-08),8=5-08,(min. R802.10.2 and referenced standard ANSI/TPI 1. 1-08) LOAD CASE(S) Standard Max Horiz 8=275(LC 9) Max Uplift 6=-317(LC 13),8=-317(LC 12) Max Gray 6=880(LC 1),8=880(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. TOP CHORD 1-2=-260/283,2-15=-743/262, 15-16=-551/280,3-16=-546/299, 3-17=-546/299,17-18=-551/280, 4-18=-743/263 BOT CHORD 1-8=-251/337,7-8=-436/543,6-7=-256/342, 5-6=-256/342 WEBS 2-8=-871/612,2-7=-203/360,4-6=-871/612, 4-7=-211/366 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.opsf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-0-0,Exterior(2)5-0-0 to 11-0-0,Interior(1)11-0-0 to 13-0-0,Exterior(2)13-0-0 to 16-0-0 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 D;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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. /I- Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR T05GE Common Supported Gable 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering + Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page 1 • ID:7KzmvazyXY99FRGzIJFjFbzvmrpoLUOXkiMut7kGpz?o4t719GdICwNnSEeGOXmOOznEPJ I 8-00-00 I 16-00-00 8-00-00 8-00-00 4x4. 5 — 12 4 9f 23 •, 1 24 0 3 7 6N 4 11111 1 co si j.....,,!___A 2 8 . hillk, 9 3x4= 16 15 14 13 12 11 10 3x4= 1I 00 0 16-00-00 1-00-0 15-00-00 Scale=1:46.4 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 0.14 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.18 Vert(LL) n/a - n/a 999 TCDL 10.0 Rep Stress!nor YES WB 0.22 Honz(TL) 0.00 11 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:69 lb FT=20% LUMBER 4) Unbalanced snow loads have been considered for this TOP CHORD 2x4 SPF No.2 design. BOT CHORD 2x4 SPF No.2 5) All plates are 2x4 MT20 unless otherwise indicated. OTHERS 2x4 SPF No.2 6) Gable studs spaced at 2-0-0 oc. BRACING 7) This truss has been designed for a 10.0 psf bottom TOP CHORD Structural wood sheathing directly applied or chord live load nonconcurrent with any other live loads. 10-0-0 oc purlins. 8) *This truss has been designed for a live load of 20.Opsf BOT CHORD Rigid ceiling directly applied or 6-0-0 oc on the bottom chord in all areas where a rectangle bracing. 3-06-00 tall by 2-00-00 wide will fit between the bottom REACTIONS All bearings 14-00-00. chord and any other members. (Ib)-Max Horiz 16=275(LC 9) 9) Provide mechanical connection(by others)of truss to Max Uplift All uplift 100(Ib)or less at joint(s) bearing plate capable of withstanding 162 lb uplift at except 10=-222(LC 12),11=-279 joint 14,283 lb uplift at joint 15,227 lb uplift at joint 16, (LC 13),12=-163(LC 13),14=-162 163 lb uplift at joint 12,279 lb uplift at joint 11 and 221 lb uplift at joint 10. (LC 12),15=-284(LC 12),16=-227 10)Non Standard bearing condition. Review required. (LC 13) 11)This truss is designed in accordance with the 2015 Max Gray All reactions 250(Ib)or less at joint International Residential Code sections R502.11.1 and (s)except 10=329(LC 21),11=319 R802.10.2 and referenced standard ANSIITPI 1. (LC 22),12=310(LC 19),13=372 LOAD CASE(S) Standard (LC 24),14=310(LC 18),15=324 (LC 21),16=335(LC 22) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. TOP CHORD 4-5=-243/349,5-6=-243/349 WEBS 5-13=-334/129,4-14=-261/195, 6-12=-261/196 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.Opsf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Corner(3)0-0-0 to 3-0-0,Exterior(2)3-0-0 to 5-0-0,Corner(3)5-0-0 to 11-0-0,Exterior(2)11-0-0 to 13-0-0,Corner(3)13-0-0 to 16-0-0 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 D;Partially Exp.;Ct=1.10 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. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR TO6 Common 6 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 o ID:7t1d2CNHW7RLKgtVHSshdmzvmrH-oLUQXkiMut7kGpz7o4t?I9GVgCmnnQoeGOXmOOznEPJ 6-08-12 l 13-05-00 l 20-01-04 I 26-10-00 i 6-08-12 6-08-04 6-08-04 6-08-12 5x64 4 — g12 3x4♦ 19 ,�0 20 3x4e 2x43 18 21 5 2xae g 2 ° ao 0 7°441111k17 � 22 �T 1 � 7 r&I .. a 23 24 10 25 9 8 26 27 4x8a 4x4= 3x4= 4x4= 4x8a 8-11-08 I 17-10-08 i 26-10-00 8-11-08 8-11-00 8-11-08 Scale=1:71.3 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.68 Vert(a) -0.23 8-10 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.33 8-10 >975 180 TCDL 10.0 Rep Stress lncr YES WB 0.38 Horz(CT) 0.05 7 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MS BCDL 10.0 Weight:108 lb FT=20% LUMBER 2) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); TOP CHORD 2x4 SPF 2100F 1.8E Category II;Exp D;Partially Exp.;Ct=1.10 BOT CHORD 2x4 SPF No.2 3) Unbalanced snow loads have been considered for this WEBS 2x4 SPF No.2 design. WEDGE Left 2x4 SPF No.2 4) This truss has been designed for a 10.0 psf bottom Right:2x4 SPF No.2 chord live load nonconcurrent with any other live loads. BRACING 5) *This truss has been designed for a live load of 20.0psf TOP CHORD Structural wood sheathing directly applied or on the bottom chord in all areas where a rectangle 4-4-14 oc purtins. 3-06-00 tall by 2-00-00 wide will fit between the bottom BOT CHORD Rigid ceiling directly applied or 6-10-14 oc chord and any other members,with BCDL=10.0psf. bracing. 6) Refer to girder(s)for truss to truss connections. WEBS 1 Row at midpt 4-8,4-10 7) Provide mechanical connection(by others)of truss to REACTIONS (size) 1=Mechanical,(min.1-08), bearing plate capable of withstanding 526 lb uplift at 7=3-08,(min.2-05) joint 1. Max Horiz 1=461(LC 8) 8) Two RT7A MiTek connectors recommended to connect Max Uplift 1=-526(LC 12),7=-526(LC 13) truss to bearing walls due to UPLIFT at jt(s)7.This Max Gray 1=1476(LC 1),7=1476(LC 1) connection is for uplift only and does not consider lateral forces. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 9) This truss is designed in accordance with the 2015 (Ib)or less except when shown. International Residential Code sections R502.11.1 and TOP CHORD 1-17=-1977/724,2-17=-1687/746, R802.10.2 and referenced standard ANSI/TPI 1. 2-3=-1804/862,3-18=-1700/873, 10)Double installations of RT7A require the two hurricane 18-19=-1686/880,4-19=-1686/898, ties to be installed on opposite sides of top plate to 4-20=-1686/898,20-21=-1687/880, avoid nail interference in single ply truss. 5-21=-1700/873,5-6=-1802/862, LOAD CASE(S) Standard 6-22=-1685/746,7-22=-1978/724 BOT CHORD 1-23=-674/1751,23-24=-674/1751, 10-24=-674/1751,10-25=-214/1118, 9-25=-214/1118,8-9=-214/1118, 8-26=-427/1460,26-27=-427/1460, 7-27=-427/1460 WEBS 4-8=-541/975,6-8=-645/621,4-10=-541/980, 2-10=-645/621 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-5-0,Exterior(2)10-5-0 to 16-5-0,Interior(1)16-5-0 to 23-10-0,Exterior(2)23-10-0 to 26-10-0 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 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. Job T russ Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR TO6GE Common Supported Gable 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering _ Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MITek Industries,Inc.Tue Feb 08 10:56:27 Page.t I D:RUU i4PgKsNTxCM i7hU lJbgzvmgv-oLU QXkiMut7kGpz7o4t719 Gd 8CwmQkeG OXmOOzn EPJ 1 13-05-00 26-10-00 13-05-00 13-05-00 4x4p 9 8 / \ 10 3x4 a /// Z 7 N11x4P a 5 6` or7 �.1213 4 4 V 5T6 dT6 14 Sr5 8r5 3 Sr4 5r411S6.1 15 Sri ar3 2 812 S12 16 1 — 4I 1 O 0 G I 0 0 0 G. G 0 17 _ .... ....�.:.:31•.:.....:.:.30.:¢.,:.:.:29,,,:..28..:,...:27.t.....�.t.26.:.t...t.�.�25 ot•....:''2423°0•.22.•....:.:21••. ...20.. ..❖.19..•.0•.18.o... 3x6ii 3x4= 3x6ii j 26-10-00 Scale=1:66.5 Loading (psf) Spacing 2-00-00 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT70 191/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.15 Vert(LL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.38 Horiz(TL) 0.02 17 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:149 lb FT=20% LUMBER BOT CHORD 1-31=-252/261 TOP CHORD 2x4 SPF No.2 WEBS 9-25=-629/412,8-26=-301/192, BOT CHORD 2x4 SPF No.2 10-24=-302/177,15-19=-248/261 OTHERS 2x4 SPF No.2 NOTES WEDGE Left:2x4 SPF No.2 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Right:2x4 SPF No.2 Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. BRACING II;Exp D;Enclosed;MWFRS(envelope)exterior zone TOP CHORD Structural wood sheathing directly applied or and C-C Corner(3)0-0-0 to 3-0-0,Exterior(2)3-0-0 to 6-0-0 oc purlins. 10-5-0,Corner(3)10-5-0 to 16-5-0,Exterior(2)16-5-0 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc to 23-10-0,Corner(3)23-10-0 to 26-10-0 zone; bracing. cantilever left and right exposed;end vertical left and WEBS T-Brace: 2x4 SPF No.2-9-25, right exposed;C-C for members and forces&MWFRS 8-26,10-24 for reactions shown;Lumber DOL=1.60 plate grip Fasten(2X) T and I braces to narrow edge DOL=1.60 of web with 10d(0.131"x3")nails,6in 2) Truss designed for wind loads in the plane of the truss o.c.,with 3in minimum end distance. only. For studs exposed to wind(normal to the face), Brace must cover 90%of web length. see Standard Industry Gable End Details as applicable, REACTIONS All bearings 26-10-00. or consult qualified building designer as per ANSI/TPI 1. (Ib)-Max Horiz 1=-461(LC 8),32=-461(LC 8) 3) TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow); Max Uplift All uplift 100(Ib)or less at joint(s) Category II;Exp D;Partially Exp.;Ct=1.10 17,18,38 except 1=-356(LC 10), 4) Unbalanced snow loads have been considered for this 19=-310(LC 13),20=-152(LC 13), design. 21=-189(LC 13),22=-197(LC 13), 5) All plates are 2x4 MT20 unless otherwise indicated. 24=-158(LC 13),25=-146(LC 11), 6) Gable requires continuous bottom chord bearing. 26=-172(LC 12),27=-193(LC 12), 7) Gable studs spaced at 2-0-0 oc. 28=-181(LC 12),29=-188(LC 12), 8) This truss has been designed for a 10.0 psf bottom 30=-171(LC 12),31=-279(LC 12), chord live load nonconcurrent with any other live loads. 32=-356(LC 10) 9) 'This truss has been designed for a live load of 20.0psf Max Gray All reactions 250(Ib)or less at joint on the bottom chord in all areas where a rectangle (s)17,20,21,28,29,30,38 except 3-06-00 tall by 2-00-00 wide will fit between the bottom 1=392(LC 9),18=275(LC 1), chord and any other members. 19=269(LC 22),22=266(LC 19), 10)Provide mechanical connection(by others)of truss to 24=342(LC 19),25=650(LC 13), bearing plate capable of withstanding 100 lb uplift at 26=342(LC 18),27=266(LC 18), joint(s)18 except(jt=lb)1=355,25=145,26=172, 31=319(LC 21),32=392(LC 9) 27=192,28=181,29=187,30=171,31=278,24=158, 22=196,21=188,20=152,19=310,1=355. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 11)This truss is designed in accordance with the 2015 (Ib)or less except when shown. International Residential Code sections R502.11.1 and TOP CHORD 1-2=-521/516,2-3=-430/448,3-4=-386/418, R802.10.2 and referenced standard ANSI/TPI 1. 4-5=-347/424,5-6=-309/488,6-7=-297/498, 12)Warning:Additional permanent and stability bracing for 7-8=-399/583,8-9=-493/639,9-10=-493/615, truss system(not part of this component design)is 10-11=-399/496,11-12=-266/358, always required. 12-13=-288/348 LOAD CASE(S) Standard 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. '- Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010094BR V01 Valley 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page.t ID:ITdm5JP1 BJUesK8ca0Msu_zvmog-oLUQXkiMut7kGpz7o4t719GbGCvHnU5eGOXmOOznEPJ s 8-00-04 4-00-02 7-07-10 4-00-02 3-07-08 4-10 4x4• 2 1111ihhh... N m 0 0 91r ci y 1 yr • 81 3 4 3x4 0 2x4 n 3x4' 8-00-04 Scale=1:31.3 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.25 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horiz(TL) 0.00 3 n/a n/a BCLL 0.0' Code IRC2015/TPI2014 Matrix-MP BCDL 10.0 Weight 22 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SPF No.2 bearing plate capable of withstanding 17 lb uplift at joint BOT CHORD 2x4 SPF No.2 1,29 lb uplift at joint 3 and 345 lb uplift at joint 4. OTHERS 2x4 SPF No.2 8) This truss is designed in accordance with the 2015 BRACING International Residential Code sections R502.11.1 and TOP CHORD Structural wood sheathing directly applied or R802.10.2 and referenced standard ANSI/TPI 1. 8-0-4 oc purlins. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 1=8-00-04,(min.1-08),3=8-00-04, (min.1-08),4=8-00-04,(min.1-08) Max Horiz 1=-130(LC 8) Max Uplift 1=-17(LC 19),3=-29(LC 8), 4=-345(LC 12) Max Gray 1=84(LC 18),3=84(LC 19),4=796 (LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250 (lb)or less except when shown. TOP CHORD 1-9=-195/287,2-9=-183/344,2-10=-183/344, 3-10=-195/286 BOT CHORD 1-4=-335/283,3-4=-335/283 WEBS 2-4=-601/402 NOTES 1) Wind:ASCE 7-10;VuIt=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)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 D;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 20.0psf 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. 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 spedfic building.Certification is valid only when truss is fabricated bye 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. ' Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR V02 Valley 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MTek Industries,Inc.Tue Feb 08 10:56:27 Paget 1 I D:dmsGxgSYFY_4LxRNpsQo3gzvmoc-oLUQXkiMut7kGpz7o4t?I9GdTCxKnVfeGOXmOOznEPJ 4-00-04 2-00-02 I 3-07-10 2-00-02 1-07-08 4-10 3x4 a 2 0 912 0 o 4 g_ 1 - 81 % 3 2x4* 2x4 4-00-04 Scale=1:29.3 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.12 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL) 0.00 3 n/a n/a BCLL 0.0' Code IRC2015/TPI2014 Matrix-MP BCDL 10.0 Weight 9 lb FT=20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=4-00-04,(min.1-08),3=4-00-04, (min.1-08) Max Horiz 1=-62(LC 8) Max Uplift 1=-81(LC 12),3=-81(LC 13) Max Gray 1=221(LC 1),3=221(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250 (lb)or less except when shown. TOP CHORD 1-2=-313/159 BOT CHORD 1-3=-110/253 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.Opsf;BCDL=5.0psf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)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 D;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 20.0psf 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. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 lb uplift at joint 1 and 81 lb uplift at joint 3. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 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(SCSI) for general guidance regarding storage,erection and bracing available from SBCA and Truss Plate Institute. M Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR V03 Valley 1 1 Job Reference(optional) • UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 ID:w6nwP4Xxbht4g0Tjig2RrIzvmoV-oLUQXkiMut7kGpz?o4t719GbGCxdnTeeGOXmO0znEPJ 6-10-11 I 13-04-13 13-09-07 6-10-11 6-06-02 4-10 4x4, 3 2x4n 15 2x4n g a0 i14 16 o 2 4 12 19r_A 16111111i m 5 8 7 6 3x4* 2x4 a 2x4 n 2x4 a 3x4 e 13-09-07 Scale=1:41.5 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress lncr YES WB 0.13 Horiz(TL) 0.00 5 n/a n/a BCLL 0.0" Code IRC2015ITPI2014 Matrix-MS BCDL 10.0 Weight:43 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SPF No.2 bearing plate capable of withstanding 100 lb uplift at BOT CHORD 2x4 SPF No.2 joint(s)1,5,7 except(jt=lb)8=365,6=361. OTHERS 2x4 SPF No.2 8) This truss is designed in accordance with the 2015 BRACING International Residential Code sections R502.11.1 and TOP CHORD Structural wood sheathing directly applied or R802.10.2 and referenced standard ANSIITPI 1. 6-0-0 oc puffins. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 13-09-07. (lb)-Max Horiz 1=-229(LC 8) Max Uplift All uplift 100(Ib)or less at joint(s) 1,5,7 except 6=-361(LC 13), 8=-366(LC 12) Max Gray All reactions 250(Ib)or less at joint (s)1,5 except 6=496(LC 22), 7=386(LC 1),8=501(LC 21) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. WEBS 3-7=-308/48,2-8=-423/396,4-6=-423/393 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)0-0-5 to 2-11-1,Interior(1)2-11-1 to 3-11-1,Exterior(2)3-11-1 to 9-11-1,Interior(1)9-11-1 to 10-9-12,Exterior(2)10-9-12 to 13-9-12 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 D;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 20.0psf 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. 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. Job Truss Truss Type Qty Ply Wiifin Road-S.Yarmouth,MA 22010994BR VO4 Valley 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Pape: ID:otl RERaRfwNW9enUyg7N78zvmoR-oLUQXkiMut7kGpz7o4t719GasCuCnT7eGOXmOOznEPJ 4-10-11 I 9-04-13 9 09 i 7 4-10-11 4-06-02 10 4x6+ 2 9 10 v o 9 v co 4 912 s B1 3 Einit 4x4♦ 2x4u 4x4. 9-09-07 Scale=1:34.4 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) n/a - n/a 999 MT20 197;144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.32 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horiz(TL) 0.01 3 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight:27 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SPF No.2 bearing plate capable of withstanding 34 lb uplift at joint BOT CHORD 2x4 SPF No.2 1,37 lb uplift at joint 3 and 435 lb uplift at joint 4. OTHERS 2x4 SPF No.2 8) This truss is designed in accordance with the 2015 BRACING International Residential Code sections R502.11.1 and TOP CHORD Structural wood sheathing directly applied or R802.10.2 and referenced standard ANSI/TPI 1. 9-9-7 oc puffins. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 1=9-09-07,(min.1-11),3=9-09-07, (min.1-11),4=9-09-07,(min.1-11) Max Horiz 1=-161(LC 8) Max Uplift 1=-34(LC 19),3=-37(LC 10), 4=-435(LC 12) Max Gray 1=91(LC 18),3=91(LC 19), 4=1003(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. TOP CHORD 1-9=-236/357,2-9=-221/457,2-10=-221/457, 3-10=-236/357 BOT CHORD 1-4=-398/322,3-4=-398/322 WEBS 2-4=-799/530 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;(: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 snowy Category II;Exp D;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 20.0psf 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. This design is based upon parameters shown,and is fur 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. Job Truss Truss Type Qty Ply Wilfin Road-S.Yarmouth,MA 22010994BR V05 Valley 1 1 Job Reference(optional) UFP Site Built,LLC,UFP SE Engineering Run:8.51 S Oct 22 2021 Print:8.510 S Oct 22 2021 MiTek Industries,Inc.Tue Feb 08 10:56:27 Page:1 I D:hfGx4pdyj9tyeF5FBWCJ9_zvmoN-oLUQXkiMut7kGpz7o4t7l9GbRCvbn VfeGOXmOOznEPJ 4 5-09-07 2-10-11 2-10-11 5-04-13 2-06-02 4-10 3x4 0 2 8 0 9 g o 91r O 1 11111 3 /1114 ALA. An /1116 3x4 0 3x4 5-09-07 Scale=1:30 Loading (psf) Spacing 2-00-00 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.23 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress'nor YES WB 0.00 Horiz(TL) 0.01 3 n/a n/a BCLL 0.0" Code IRC2015/TPI2014 Matrix-MP BCDL 10.0 Weight:14 lb FT=20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 1=5-09-07,(min.1-08),3=5-09-07, (min.1-08) Max Horiz 1=-92(LC 10) Max Uplift 1=-116(LC 12),3=-116(LC 13) Max Gray 1=318(LC 1),3=318(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 (Ib)or less except when shown. TOP CHORD 1-8=-469/235,3-9=-263/141 BOT CHORD 1-3=170/383 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust) Vasd=111mph;TCDL=5.0psf;BCDL=5.0psf;h=24ft;Cat. II;Exp D;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)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 D;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 20.0psf 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. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 lb uplift at joint 1 and 116 lb uplift at joint 3. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard APRIL 12, 2019 Standard Gable End Detail MII-GE110-001 r R MiTek USA,Inc. Page 1 of 2 V Eil Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud LJ V L Vertical Stud DIAGONAL i U �� l4) 16d Nails BRACE MiTek USA,Inc. ''kl K -;]#' et ___16d Nails °i SECTION B-B Spaced 6"o.c. A MiTek Affiliate --11.- DIAGONAL BRACE (2)-10d Nails into 2x6 -_2x6 Stud or i 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS • 2x4 No.2 of better • SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace /y. Nailed To 2x_Verticals ' / SECTION A-A w/(4)-1Od Nails l' \a 2x4 Stud //' 12 A * �,i*\--„„, Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING 1s®9mta1�I91 .re' ,M,�aearag SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-1s0.d NAILS. A **�y B �6N� 3x4= SHEATHINGITO 2x4 DNAIDF SPF BLOCK LS MINIMUM, LYWOOD a. 1...111111 I� ' * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B -24"Max 7 4' . NOTE: i 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. P.L1 -3 (2)-10d 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max.. NAILS ' ' (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB Trusses @ 24" O.C. OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / - 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 2x6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 points NAILS AND ATTACHED (REFER TO SECTION A-A) if needed i \ TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND -- (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT j Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 DF/SPF Std/Stud 12"O.C. 4-6-3 5-0-7 7-1-7 9-0-5 13-6-8 2x4 DF/SPF Std/Stud 16"O.C. 4-1-3 4-4-5 6-2-0 8-2-7 12-3-10 2x4 DF/SPF Std/Stud 24"O.C. 3-5-8 3-6-11 5-0-7 6-10-15 10-4-7 -(- Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8"o.c.,with 3"minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET I. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 110 MPH ASCE 7-10,ASCE 7-16 140 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. OCTOBER 28, 2016 STANDARD REPAIR FOR ADDING MII-REP10 A FALSE BOTTOM CHORD 1 �/ - R MiTek USA,Inc. Page 1 of 1 LPL MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. � I MAIN TRUSS(SPACING=24"O.C.) MiTekk USA, Inc.. ENGINEERED BY �} rI n REFER TO THE BOTTOM CHORD BRACING SECTION OF l 4 G7�P�� l THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING AMITek Afllllata OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE VERTICAL STUDS @ 48"O.C.. ATTACHED BOTTOM CHORD. WITH (3)-10d(0.131"X 3")NAILS AT EACH END OF VERTICAL(TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER)SPF, HF, DF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) 2 x 4 NO.2(OR BETTER)SPF,HF, DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM TRUSS SPAN NOTES: 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL=0 PSF,DL=10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH=6/12. 4. THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL(SHEAR)LOAD ALLOWED. 6. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. STANDARD PIGGYBACK MII-PIGGY-ALT JANUARY 8, 2019 TRUSS CONNECTION DETAIL 7-16 MiTek USA,Inc. Page 1 of 1 7 1 R MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E 1 ( MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. �--11_--_- i CATEGORY II BUILDING ,.' EXPOSURE B or C l' i ENCLOSED BUILDING I I\� �_i LOADING=5 PSF TCDL MINIMUM ASCE 7-10,ASCE 7-16 MiTek USA,Inc. 1 DURATION OF LOAD INCREASE:1.60 EN EERED•Y DETAIL IS NOT APPLICABLE FOR TRUSSES n) `L 1 TRANSFERING DRAG LOADS(SHEAR TRUSSES). aNar.ku.___ ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. E —\ � �^ SHALL BE CONNECTED TO EACH PURLIN WITH(2)0(0.131"X3.5")TOE-NAILED. \ B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. A _ C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. `� CONNECT TO BASE TRUSS WITH(2)(0.131"X 3.5")NAILS EACH. D-2 X X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 180 MPH WITH A MAXIMUM /% PIGGYBACK SPAN OF 12 ft. C E-FOR WIND SPEED IN THE RANGE 116 MPH-180 MPH < ADD 9"x 9"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B D II WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: 1\' II' 1 \ I REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD ' �tl II\'I\\ GUSSETS AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ��\ TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. �lP i � - II SCAB CONNECTION PER , 074,4s1., ,:. .„,,i,,,, NOTED ABOVE 't ' — 4 I, (I ,141 _ .1141 / ;� 4\\0\C \\. i This sheet is provided as a Piggyback connection � �� �\ 7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C. detail only.Building Designer is responsible for all " .� ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD permanent bracing per standard engineering practices or \: FROM EACH SIDE(TOTAL-12 NAILS) refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. \,\u VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. \ 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF r— TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) - (MINIMUM 2X4) I 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS — = GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. F.. APRIL 12, 2019 TRUSSED VALLEY SET DETAIL MU-VALLEY SPF [ I IF l Ri MiTek USA,Inc. Page 1 of 1 0 GENERAL SPECIFICATIONS I I I II 1.NAIL SIZE 16d(0.131"X 3.5") , 2.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A MiTek USA,Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE ENDnEEREDBY_ INDIVIDUAL DESIGN DRAWINGS. J °iI • GABLE END,COMMON TRUSS 4.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING �I OR GIRDER TRUSS EQUAL TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. ""'RN Affiliate 5.NAILING DONE PER NDS-05 / 6.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. / / / NII 11 II I II II II / ti \\ It II II I I II I / �1 I BASE TRUSSES VALLEY TRUSS TYPICAL • VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS —— P 112 OR GIRDER TRUSS d / --,\ B / �� SEE DETAIL / A BELOW(TYP.) ii 1 jIII� 1,17 SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10,ASCE 7-16 150 MPH lATTACH 2x4 CONTINUOUS NO.2 SPF MAX MEAN ROOF HEIGHT=30 FEET ' TO THE ROOF W/TWO 16d NAILS ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 1 ' CATEGORY II BUILDING INTO EACH BASE TRUSS. EXPOSURE C OR B WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=60 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES DETAIL A (MAXIMUM 1" SHEATHING) N.T.S. AUGUST 1. 2016 T-BRACE / I-BRACE DETAIL MII - T-BRACE II I ,R MiTek USA,Inc. Page 1 of 1 �l IL \__ v 1_ 7 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing is impractical.T-Brace/I-Brace must cover 90%of web length. il ,2 J Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. ENGINEERED BY - - n Brace Size 0 ri r"i iL��' I�— I AM Tek-""'"a«-- for One-Ply Truss 1 Nailing Pattern T-Brace size Nail Size Nail Spacing Specified Continuous 1x4 or 1x6 10d (0.131"X 3") 8"o.c. Rows of Lateral Bracing 2x4 or 2x6 or 2x8 16d (0.131"X 3.5") 8"o.c. Web Size 1 2 Note: Nail along entire length of T-Brace/I-Brace 2x3 or 2x4 1x4(*)T Brace 1x4(*) I-Brace (On Two-Ply's Nail to Both Plies) 2x6 1x6(*)T-Brace 2x6 I-Brace t_ 2x8 2x8 T-Brace 2x8 I-Brace Nails i Brace Size —, for Two-Ply Truss k\ ),- ----' Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB N 2x8 2x8 T-Brace 2x8 I-Brace k k T-BRA CE \Nails Section Detail i T-Brace ►rLL Web Nails T-Brace/I-Brace must be same species and grade (or better)as web member. otai (*) NOTE: If SP webs are used in the truss, 1x4 or 1 x6 SP braces must be stress Web i I-B race rated boards with design values that are equal to (or better)the truss web la s design values. For SP truss lumber grades up to#2 with 1X_bracing material, use IND 45 for T-Brace/I-Brace Nails For SP truss lumber grades up to#1 with 1X_bracing material, use IND 55 for T-Brace/I Brace MAY 7, 2019 i UPLIFT TOE_ NAIL DETAIL MII-TOENAIL UPLIFT 1 II i R MiTek USA,Inc. Page 1 of 1 rn THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING I UPLIFT FORCES ONLY.BUILDING DESIGNER IS RESPONSIBLE L i FOR LOADS IN OTHER DIRECTIONS. ' MiTek USA,Inc. I ENGINEERED,___. , ' 1'n 1 END VIEW A MiTek Affiliate SIDE VIEW -- o.00° // TOP PLATE _ _ OF WALL 1"FOR 3"NAIL NEAR SIDE —1-1/16"FOR 3.25"NAIL NEAR SIDE L v 1-3/16"FOR 3.5"NAIL VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2018(lb/nail) DIAM. SP DF HF SPF SPF-S I -- NOTES: 131 59 46 32 30 20 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES p .135 60 48 33 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE , .182 72 58 39 37 25 NAIL FROM THE MEMBER END AS SHOWN. �� 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF J NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING Y. z .128 54 42 28 27 19 OF THE WOOD. Z 0J 131 55 43 29 28 19 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH Lu • LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN cw ' .148 62 48 34 31 21 THE CONNECTION. zco 0 ' .120 46 36 25 24 16 .128 49 38 26 25 17 o .131 51 39 27 26 17 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d(0.162"X 3.5")NAILS WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3(nails)X 37(lb/nail)X 1.33(DOL for wind)=148 lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3(nails)X 37(lb/nail)X 1.60(DOL for wind)=177 lb Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs(177 Ibs)Building Designer • is responsible to specifiy a different connection. ***USE(3)TOE-NAILS ON 2x4 BEARING WALL ***USE(4)TOE-NAILS ON 2x6 BEARING WALL