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HomeMy WebLinkAboutBLD-22-005421 a ONE & TWO FAMILY ONLY-BUILDING PERMIT Town of Yarmouth Building Department I, . - — - 146 Route 28,South Yarmouth,MA 026644492 4492 `,I 50g-34 -2231 ext.12 i Fax 508-39&.0836 i,�< Massachusetts State Building Code,780 Ci . 3 Building Permit Application To Construct,Repair, Renovate Or Demolish a Cane-or Two-Family Dwelling ii % `' This Section For Official Use Only r 1 ; € Building Permit Number: .: -t71 ' Date Applied* II a g'i r a.iri ' .�z t(Print Nar :gr arere .„ SECTION 1:SITE INTORaMA lO 1.1 Property Address: 1.2 Assessors Map&Parcel Numbers X,,� '4 1, 'ram; c.�. IQ 41- Ma is this accepted street?yes no._ Map'`vumber ace.Ni le . 1-3 Zoning Information: i•4 Property Dimensions: Zoning Dismal Proposed Use Lot Arta(sq ft) Frontage(ft) - 1.5 Duilding Setbacks(ft) F c nt Yard Side Yards Rear Yard Required Provided Required t Provided Rcquved Provided _.J S I 1.6 Water Supply:f .ri L c 40,4-L) ' I' Flood Zone information: i 1.8 Sewage Disposal Systemn ?,:en: v e iwi Zone: Oetside Hood Zcne? . Check i yes0 st i,ip i3r site sz:spasei syste n G SECTION 2: PROPERTY OWNERSHTPt i / 2 Owner'of Rect>r , /" t3.State ZP `i ,a..d"tree: Telephone one Erne Address sE C1C?4 3:DESCRIPTIONOF PROPOSED4Yt3�'(check ail that apply) Nµw Construct on ! Ex;.stine Buildina 0 1 Ow•^er-Occurjed 0 ! Repairs(s) 0 ' Alteration(s) 0 . _d,=:an 0 i f Demolition 011Accessory Biz 0 ! : ber o. its Other 0 Spezf., 18 2022s Brief Description of ProposedWork''. IZAzt, t k p (R - . �5\\;; 3y * tjc � � SECTION 4:ESTIMATED CONSTRUCTION COSTS ItemEstimated Costs: Official Use Only (Labor and Materials) - '-\I 1.13dill= ; S P I. Building Permit Fee:sr4_I Indicate aow fee is determined: \VV :.Ee,.;trio al s —� >i6 Ss daFd CjtwF town Apctic or Fee ; \‘-I ' 0 Total Project most'(Item.6)x multiplier x ; C :.Plumbing tQ 2. Other Fees: S 4.M (tt`b C' . $� c f L is t; . 5.l4it:.hanicalechanical ,`,Fire 22 • , Suppression) S Total All Feees:S i , ChecK No. Check Amount: Cash , : ` { 6.Total Project Cost. £ /�'/� ` 14%„] �I td i ; K�"i0 II Paid in Rai IR$Outstanding Balancss I? e: '` G S • SE I'IfJx'+i s: CONSTRUCTION SERVICES , S.1 Construct on supervisor Lieetise(CSL) € 1 E iE'i t +�J i� i R, C - 0 4 oG/allot aat LiOCAISC`'umber Expiration mate Nazre or CSL Hoge 4 tit lifia.iry ca • € List CSL Type(see below) V Na.� d Street /te Type E3 ipr o t:Jhi l.� � c ,. 4 Oo1 33 L' s Urges/rice,'',Rut:drop uo to 35,° ea.ft.) Cttg etxvri,'State,VP R .Restricted i&2Family Dwelling NI I Masonry 1/ RC Rooting Ceienna ___ ws. l.window g a. rid Sid- •� SF Solid Fuel B�.rrnuig Rpttliaizoes C1.✓ h'� "JN i r InsulationTelco on ve try 1. l 5.2 Regis ered Home Improvement Contractor CHIC) f ti re sr� t �,e , IC RegistiaiietiNum'ber Expiration::rate ....._ ,.vr.,1Street _, _ . _ r '! ?'R!ti L i i Email address , 4VV' ! City d,State,ZIP `one. 1 SECTION 6:WORKERS'CO.4EPENSATIO\INSURANCE AFFIDAVIT(M.G.L.c.152.§ 23C(6)) . i Workers Compensation Insurance affidavit must be completed and submitted with this application. 'nPai%tre to provide this affidavit will result a the denial oft e Issuance oft 1e btiiIdi °permit, Sigtece Afiida:Attached? Yes. .M No. . SECTION la:OWNER AUTHORIZATION TO BE COMPLETED VvIIEN ,, ' O%%NEI�'S r1 GEbr"I OR+1~C►.V TR 4C TOR AI'PI IES FOR B II DID G i rr ' 4 / J II as Owner of su�ect property,hereby iliifif 1 to act on my behalf,in al:matters relative to work authorized by this building permit application, IV 'Atlif I, 1 tf j1 Print ever s Name t'EIresron is St :iatere T Dote tm - SECTION7b;OWNER'OR,AUTHORIZED AGENT DECLARATION Es':entering my` I w,I her,.c -attest under the pains and penalties of pejuL'@ that all of the information contained in this a ,j.f true and accurate to the best of my knowledge and understanding. A Dil ,� Pr' t Owner or A °`-4 lead gents Name sEle,.ronic Signaa,re. Date } NOES € 1, An Owner 2swrr obtains a b,z ld;na permit to do his her own work,or an owner who hiros an j t;r Coot registered to the Home Improvement Contractor('i'$.IC)Program).will not have access to the ar'a»tt'ation protein or guaranty fund under M.G.L,c, 142A Other important information on the BtC Program can be found at Nvv ;.tnass,eovl ca Information on the Consnuction Supervisor License can be found at www,r ass,g,4. 2 When substantial went is planned,provide the information below' F�Total foot area(se..fr..) (oclu&tnna garage.:finished basv'rnent/atncss,decks or porch's Gross living area(sq,ft.) _ Habitable roam cos t Number of fireplaces. . Number of bedrooms Ntzther f bathrooms ._aw ?�a rber of ba f bat.s Type of heating system Number of decks porches Type of ling system Enclosed Open _ coa 3. 'Total Project Square Footage"may be subs.iruted for'Total Project Cost' SECTION 5: CONSTRUCTION SERVICES 5.1 Construction Supervisor License(CSL) License Number Expiration Date Name of CSL Holder List CSL Type(see below) No.and Street Type Description U Unrestricted(Buildings up to 35,000 cu. ft.) R Restricted 1&2 Family Dwelling City/Town,State,ZIP M Masonry RC Roofing Covering WS Window and Siding SF Solid Fuel Burning Appliances I Insulation Telephone Email address D Demolition 5.2 Registered Home Improvement Contractor(HIC) HIC Registration Number Expiration Date HIC Company Name or HIC Registrant Name No. and Street Email address ✓ City/Town,State,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 ❑ No 0 SECTION 7a: OWNER AUTHORIZATION TO BE COMPLETED WHEN �! OWNER'S AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT4k I /� I, as Owner of the subject property,hereby authorize 5 6,0 ' a3. 6)1,61ate:# to act on my behalf, in all matters relative to work authorized by this building permit application. „Theen C/ // "j/ c7 I/ Print Owner's Name(Electronic Signature) Date SECTION 7b: OWNER'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 Agent's 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(RIC)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.sov/oca information on the Construction Supervisor License can be found at www.mass.eov/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" 6tt146 .7" /e) 40, atiu (.4"),-OL a/41F n /4121474 /1)/4-fihivi 077 •I'AiNsfiv, , e 5vR aS-b--07e- -curt . . ii _ Ce)y\-s r RECEIVED Cal it.i C SC.r 4-- 1-i lc__ FPR112622 W BUILQING Dt.PARTMENI hetvecn^-I- ISSu-e_ -n{- n VW t(\-ro r b o i) CUV 1skicir LOV�Vi i V1� fu S I9 V\ _A-0)/kthwl • • 1 • ONE &TWO FAMILY ONLY-BUILDING PERMIT Town of Yarmouth Building Department .oiF 1146 Route 28,South Yarmouth,MA 02664-4492 iri:508-398-2231 ext. 1261 Fax 508-398-0836 . rill Massachusetts State Building Code,780 CMR . . Building Permit Application To Construct,Repair,Renovate Or Demolish ...;s,t i s, a One-or Two-Family Dwelling This[[7 Section For Official Use Only R E C E: i �;I E D Building Permit Number:,b' L'— .4 I Date Applied: — -,...,..w....... MAR 28 20221 Building Official(Print Name) Signature —Bate ._� BUILDING D:PARTME'NI SECTION 1:SITE INFORMATION By 1.1 Property Address: 1.2 Assessors Map&Parcel Numbers Li I ir-,r 41,-,0, L.-�,.i.e- 3 t -..__ ..D-7 4 tp0,60 1.1 a Is this an accepted street?yes 1l` no Map Number Parcel Number 1.3 Zoning Information: 1.4 Property Dimensions: / 3 "71,( R-2 f 5T R ► i, 13 I .c .7y 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 © .C. / .S Q '7 .'2 d i — 1.6" ater Supply:(M.G.L c.40,§54) 1.7 Flood Zone Information: 1.8 Sewage Disposal System: Zone: Outside Flood Zone? Public piPrivate 0 — Check iCyesLl^ Municipal❑ On site disposal system SECTION 2: PROPERTY O WNERSBIP' 2.1 pwner'o Record:WA - yy1P. u✓c(?✓N M' �i. ' /ck✓Wl eri�AAIN. M.CL O2 '3Name(print) y,State,ZIP i 1 RS e, 'ea_ ka✓c� -71T l 9,53 3'''(-28/ (aI_d,itA.Nc�(De 6.4l a r I No.and-Street Telephone Email Address SECTION 3:DESCRIPTION OF PROPOSED WORK2(check.all that apply) New Construction Dll Existing Building❑ Owner-Occupied 0 1 Repairs(s) 0 Alteration(s) El Addition 0 Demolition in Accessory Bldg. ❑ Number of Units Other ❑ Specify: Brief Descripti n of Proposed Work'': 1 j i d' t, / `�e 1 1 /2rb1C C I.()t l `I Lid ,i (t u� `'8!i � SECTION 4:ESTIMATED CONSTRUCTION COSTS. Item Estimated Costs: Official Use Only (Labor and Materials) 1.Building $ -3750(9 0 I. Building Permit Fee:S Indicate how fee is determined: 2.Electrical $ 40,5e0 ID Standard City/Town Application Fee 0 Total Project Costs(Item 6)x multiplier x 3.Plumbing $ -z 45Cc, o 2. Other Fees: $ ,h Im (� 4.Mechanical (HVAC) $ I-CI.�C�C List: �► -" l./ �7LI b 5.Mechanical (Fire • ' Suppression) Total All Fees:$ Check No. Check Amount: Cash Amount: 6.Total Project Cost: $ 1 0 Paid in Full ___. 0 Outstanding Balance Due: • r SECTION 5: CONSTRUCTION SERVICES 5.I Construction Supervisor License(CSL) �, ✓ �-- � Z.,Ii 12 l tv-•.A.. 1�c, . T License Number Expiration Date Name of CSL Holder 1(DC) IA v\A( '4 X> C t� Z A List CSL Type(see below) No.and Street Type Description Unrestricted(Buildings up to 35,000 cu.ft.) telf tt �}r' QZio? R Restricted L3c2 Family Dwelling CiTown,State,ZIP 1 Ivi Masonry RC , Roofing Covering -- WS Window and Siding SF Solid Fuel Burning Appliances (00791/c)'?z0 JL (A -it gLe c654 'N' I Insulation Telephone Email address D_ Demolition _ . 5.2 Registered Home Improvement Contractor(HIC) /63(c6 ii i, Z Z K- ` V-k Z.iC HIC Registration Number Expiration Date • HIC Company Name or HIC Registrant Name No.and Street ck,V\/\ ( a 5 cl1)0'l( 6Cwt1 Email address City/Town,State,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 1E^ 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 lee N../i H I f to act on my behalf,in all matters relative to work authorized by this building permit application. ' a�0&AA,. vtkc K,: 1 AL/ L 0Z2._ k Print Owner's Name(Electronic Signature) Date • SECTION 7b:OWNER 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. __YP-c)(A. Va.�/P. 3 14 r 1 7 t:?L Z. Print Owner's or Authorized Agent's 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.govloca Information on the Construction Supervisor License can be found at www.mass.aov/dps 2. When substantial work is planned,provide th information below: Total floor area(sq.ft.) L7 '3& -f (including garage,finished basement/attics,decks or porch) Gross living area(sq.ft.) 7 3 (` Habitable room count to Number of fireplaces I. Number of bedrooms Z.-- Number of bathrooms Z Number of half/baths 'Z_- Type of heating system E A Number of decks/porches L 'F i- Type of cooling system CO.-Ant "d( 01/4.-. - Enclosed Open JC 3. "Total Project Square Footage"may be substituted for"Total Project Cost" The Common wealth of Massachusetts 3.102�iijai t Department oflndustrial.Accidents y�' ,r 1 Congress Street,Suite 100 • Boston,MA 02114-2017 Wha� www.mass.gov/din \Yorkers'Compensation Insurance Affidavit:Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information Please Print Legibly Name(Business/Organization/Individual): Address: 16 0 kA© t,vA Q_Al s b.nc_k City/State/Zip: r ' ( 2 Phone . !cc 3/73g0?ZO Are you an employer?Check the appropriate box: Type of project(required): LEI I am a employer with employees(full and/or part-time).* 7. �f New construction 2 I am a sole proprietor or partnership and have no employees working for me in • any capacity.[No workers'comp.insurance required.] 8. Q Remodeling 3.0 I am a homeowner doing all work myself.[No workers'comp.insurance required.)t g. 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 ME Electrical repairs or additions proprietors with no employees. 5.D I am a general contractor and I have hired the sub-contractors listed on the attached sheet 12' Plumbing repairs or additions These sub-contractors have employees and have workers'comp.insurance./ 13.❑1 Roof repairs 6.0 We are a corporation and its officers have exercised their right of exemption per MU.a 14•I_I Other 152,$1(4),and we have no employees.[No workers'comp.insurance required.] *Any applicant that checks box Al must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. :Contractors that cheek 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: �,U;vy cA p�' .CGV t Policy#or Self-ins.Lic.#: Expiration Date: ,rj C t 12 c 2, 3 Job Site Address: 4 TtAru.SLe'\ City/State/Zip: +'pi A- Oct2 7s Attach a copy of the workers'compensation policy declaration page(showing the policy n rhxber and expiration date). Failure to secure coverage as required under MOL 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 c rtify under e pains and penalties of perjury that the information provided above is true and correct. Signature: - Date: Phone#: (e 4 3-76 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#: §TOWN OF YARMOUTH 1146 Route 28, South Yarmouth, MA 02664 508-398-223!1 ext.-1261 Fax 508-398-0836 Office of the Building Commissioner BUILDING DEPARTMENT DEMOLITION DEBRIS DISPOSAL AFFIDAVIT Pursuant to M.G.L. Ch. 40, §54 and 780 CMR- Section 105.3.1. #4. I hereby certify that the debris resulting from the proposed work/demolition to be conducted at L-{l ev-L.5\'‘ ti e Work Address II 1 Is to be disposed of oat the following location: -ZAANil1 C Said disposal site shall be a licensed solid waste facility as defined by M.G.L. Ch. 111, §150A. (K1,. 3 Z t Zc^� 7 ignature of Application Date Permit No. Commonwealth of Massachusetts II Division of Pfofessiohal Licensure` Board ol Building R ulations and StandaVs Cons isor CS-094639 "' , pires:07/01/2022 KEVIN J FAI 1 .1111� 100 HOMER Al• YARMOUTH• • i*AtS OJS t% Office of Consumer Affairs&Business Regulation HOME IMPROVEMENT CONTRACTOR • �. Individual Expiration to f.11/05/2022 KEVIN FAIR fs; KEVIN J.FAIR 100 HOMERSDOCt 1 '.;,V YARMOUTHPORT,MA-02675 Undersecretary • • Contractor Arbitration The Home Improvement Contractor Law provides homeowners with the right to initiate an arbitration action(as an alternative to court action)if they have a dispute with a contractor. The same right is,nit automatically afforded to a contractor,however. The contractor would have to resolve any dispute he/she has with a homeowner in court unless both parties agree to the optional clause provided below. This clause would give the contractor the same right to arbitration as is afforded to the homeowner by the Home improvement Contractor Law. The contractor and the homeowner hereby mutually agree in advance that in the event the contractor has a dispute concerning this contract,the contractor may submit the dispute to a private arbitration firm which has been approved by the Secretary of the Executive Office of Consumer Affairs and Business Regulati the mer shall be required to to such • to as pro din Massachusetts General Laws,chapter 142A. /D r' o s e Co s Si NOTICE:The signatures of the parties above apply only to the agreem the parties to alternative dispute resolution initiated by the contractor. The homeowner may initiate alternative dispute resolution even where this section is not separately signed by the parties. Homeowner's Rights A homeowner's rights under the Home improvement Contractor Law(MGL chapter 142A)and other consumer protection laws(i.e.MGL chapter 93A)may not be waived in any way,even by agreement. However,homeowners may be excluded from certain rights if the contractor they choose is not properly registered as prescribed by law. Homeowners who secure their own building permits are automatically excluded from all Guaranty Fund provisions of the Home Improvement Contractor Law. The contractor is responsible for completing the work as described,in a timely and workmanlike manner. Homeowners may be entitled to other specific legal rights if the contractor guarantees or provides an express warranty for workmanship or materials. in addition to guarantees or warranties provided by the contractor,all goods sold in Massachusetts carry an implied warranty of merchantability and fitness for a particular purpose. An enumeration of other matters on which the homeowner and contractor lawfully agree may be added to the terms of the contract as long as they do not restrict a homeowner's basic consumer rights. If you have questions about your consumer/homeowner rights,contact the Consumer Information Hotline(listed below). Execution of Contract The contract must be executed in duplicate and should not be signed until a copy of all exhibits and referenced documents have been attached. Parties are also advised not to sign the document until all blank sections have been filled in or marked as void,deleted,or not applicable. One original signed copy of the contract with attachments is to be given to the owner and the other kept by the contractor. Any modification to the original contract must be in writing and agreed to by both parties.Contracted work may not begin until both parties have received a fully executed copy of the contract,and the three day recission period has expired. Accelerated Payments A contractor may not demand payments in advance of the dates specified on the payment schedule in cases where the homeowner deems him/herself to be financially insecure. However,in instances where a contractor deems him/herself to be financially insecure,the contractor may require that the balance of funds not yet due be placed in a joint escrow account as a prerequisite to continuing the contracted work. Withdrawal of funds from said account would require the signatures of both parties. Additional Information If you need additional information about the Home Improvement Contractor Law or other consumer rights,or if you wish to obtain a free copy of"A Massachusetts Consumer Guide to Home improvement,"contact: Consumer Information Hotline Office of Consumer Affairs and Business Regulation 501 Boylston St,Suite 5100,Boston,MA 02116 (617)973-8787 or 1-(888)2833757 If you want to verify the registration of a contractor or if you have questions or need additional information specifically about the contractor registration component of the Home Improvement Contractor Law,contact: Director of Home Improvement Contractor Registration Office of Consumer Affairs and Business Regulation 1000 Washington St,Room 710,Boston,MA 02118 617-973-8787,888-283-3757 or visit the H1C website at http://www.mass.gov/ocabr/ Go online to view the status of a Home Improvement Contractor's Registration: http://db.state.ma.us/homeimprovement/licenseelist.asp For assistance with informal mediation of disputes or to register formal complaints against a business,call: Consumer Complaint Section Office of the Attorney General (617)727-8400 AND/OR Better Business Bureau (508)652-4800,(508)755-2548,(413)734-3114 „ „..,_____. „., __,......_ Daniel Eizenberg CS Lisense r F.:• , ,a." li,Fi � .t.i"s,.;.::,,k,g t<.,/r�i iw ',',•,,,fie'„ r:-/�� l -� .•1 ^{ .v,,z 4r,, i. fz „',3 r � _ y _, ,„P � �.< , . .�`�s . * / Y � ; ! 5 i i/`,, \�/9' '�:i . ,{om , ^ : a "�-cc , _ � ^ ° , ” „ ` - `�<'" „re...„ ok ..''�� a� , em ° ✓i:" ) fi' . %, -�y'";, ' �� ✓ 4 5 , %i"« j „ , , �� .�' :s= ob / w ,� 3 '.� , Vn ,E r. ear /ti ` " 4t' &/; s.,i L. � :='am: a . 4 '� . ..� a4^ � 4 - . i/� / ma - ex; ' °Eyi5:,,x Rflk % p'S".4- ' .'a.•... ?s4F ..�i ` y,':4. , F' ,q /.Y; 44 a:,4e% aY✓ ,,,,F ' :i;' �'., ,.f."` ✓ l�, ?c yam"` ,»>. : p tn'>✓y /.mod':_3 '. °. , ., „''f' sa ,'`,� ., �y,{,?"' • .r®, :, .:.. ,..... ,,,t i° „ z ,,w t ' � ✓ � � ; '�;, • :� •s.«CuE " ` E :F��<4 .:�ss . fi : 4 . y , "` ' ,,, ,"i i= 4..E4' " ' n V ,A,` '"• ' . : < � 4 . ^; ,y°a x, . " / S .' r � �" ' � ;.. ' ' � / Vic. f , "� E�.u �:d` � 1 �;'ifE='• ' '% ", >"i, m < vowst , .s `. ,' ! i t,a,ev.ww,i1/r/./ti�...:r1' if,f Office of Consumer Affairs&Business Regulation HOME IMPROVEMENT CONTRACTOR Registration valid for individual use only TYPE:Corporation before the expiration date. If found return to: Registrat(Qf Expiration Office of Consumer Affairs and Business Regulation 177406 " • 05f1012022 1000 Washington Street -Suite 710 Boston,MA 02118 .-^ E.R, MANTIN1 CONSTRUCTION INC. --. e..,,,.r'°/,','-H %, ' 37 5 COMPAS CIRCLE a_404$4° l riot-iaiid without signature MA 02601 Undersecretary < Sears, Tim From: Sears, Tim Sent: Monday, April 11, 2022 10:44 AM To: 'Kevin Fair' Subject: 41 Jerusha Ln Kevin, I have reviewed your application for the Raze& Replace, and there are some items needed. 1. Health Department sign off(under review) 2. Gas& Electric disconnect letters 3. HERS Certificate 4. Truss specs Please submit these items for review This email is considered a written denial of your permit application per Section 105.3.1 of the Massachusetts State Building Code. Section 105.3.2 states in part that "an application for a permit for any proposed work shall be deemed to have been abandoned 180 days after the date of filing, unless such application has been pursued in good faith" You may appeal this denial to the Building Code Appeals Board in accordance with M.G.L. c. 143 §100,within 45 days of this notice. Timothy Sears CBO Deputy Building Commissioner Town of Yarmouth 508-398-2231 Ext. 1259 mailto:tsears@varmouth.ma.us 1 The Commonwealth of Nfassachusetts ' R er, Department of Industrial Accidents e 14i 1 congress Street,Stifle 100 BostOn,MA 02114-2017 www.mass.gov/dia Workers Compensation Insurance Affidavit:BuildersiContractorvElectriciansiPlombers. TO RE FILED WITH TUE PERMITTING AUTHORITY, Atmlienit Information Please Print Legibly Name ( .nhessOzlzmzzlier.',rie.iv!deal):E.R.trithfuti,..) I CoNslcuo-h'eni ..ZA1& • ," Address: etryi 6' 0 Gi role, ,1 - 2q,4_ k--"" City/State/Zip:14ry at)n i S- i'l i+. 47?‘01 phone#: (.503) 480 04.85 (Fii) 1 Art you an employer?Cheek the appeoprrate box: I Type of project(requi---lred): . I i 01 am 4 einpiiiyo:W:n,..... emp:oyees(full andlor pars.ftrce)* I 7. II:New constrncton f -, I am 2,,,0 2 rroAle.w or oorz.em,r;WIC have no employees we4rktne for me 1 an-: onatity ri*:0 t-horkers' 1 1 9. WDemolitiori 1 3 i.1-am a ti:)meowner comg,',:..:vmrk rnyse!fl No workers'camp.Insurance reqxec:- zi.i:lair.g ac, 4 4 ain a homeowner and v,ii:be hama ctirttracrs to to conduct a..1 work on my pro;nci•y i wil, 1 tn:i.i.r".t.tV.,3:i-Cr,I.ZACtO:4:the:hrre.‘,..,,,--Tiorzc'corpen..samn ortsumn:e or 4re.s.,it I ' r"7"E'ec.:ricai.repairs or add r&oos propnethrs with no ernpio°et.,3 :1 '''-'" ' .....`..i !Plumb:ng repatrz or acnitions i st! ,a gmvxs.concivazr ac,:i I have hired the sub-contractors listed on the Matted sheet * , , 1 13.E Roof repairs ',7nest suti-contractou neve=color-es and have workers"eorne insurer:cc ', 14.11 Other 6 Ti We art a alrporation ami 'is air:oars have eermsed thenr rtgh:of 4xem.;:tnon:er MG!.c 1 i 15.2,'i,:,:'4,ord we hxot;lc,th,"rL$1,tes INC wc±e-s-earl:,ins'-tence n.tthred:i , • ° 'Al:,aer,'',.eant t!ir,c-:ecks bzx ei niusi.3,11;ell OUI tr.:,..eci'..= ,,e.,o,.1,4ow ns mea,..vc.::kers-tnmpensali.,:n poi,,,r„m:anma0:n., lit4ItTN3erS WhO i..thot thiSaffieavti Intheating they are domg,a!:work leld than him oi.itiAt czniractort nwo submit a coy a...4'.1.davi'i Indic:aims's-th, .. 1.'Cortracials the:uhack this ccx mut erachec an addittcnai sheet,thowrrig the:tam ethe c.ib-car.:7a=rs and net wrierner cr not those e*ItNes ila,„=e empbyees if the sun-contraztors have-employees,they must provida their w0e4ere comp pobey number 1 am an employer that is providing workers compensation insurance for my employees,. Below is the policy and job site / information ,.......„, Insurance Company Name: -rik\se.,I br Self-no. .1c. 01 00341g- 0 . . Oqi30/.2 Oael. 1...," in- di th Sob Site Address. Ie. r u tx2 , ei,,State'Zip•VO' ahit)Y10111 *^'fr)Pi Attach a copy of the workers'compensation policy declaration age(showing the policy num and expiration date). Failure to secure coverage as required under MGL c i 52..§2.f.A is a criminal*ioiation punishable by a fine up t„,-,Si,50n..00 a:16)r one-year impris3nment.as‘,veil as civil penalties in the form o f a STOP WORK ORDER and a fine of up to S230 O'Q a day against the tiolz:or,A c..p:;, ..--,i"this sla-..emenr rna '..;-e forwarded to the Office of Inv estigatilhs of the DIA for insurance coverage verification, 1 do hereby certify under t d enaities of perjury that the information provided above is true and correct. "/"Sinnature: Date: 01020 la()az _ Phor,e ii--: y. ................................ Official use only„ Do not write in this area, to be completed by cit„,or town affidat, 191 1 City or Town t PermitiLicense# , Issuing Authority(circle one): I 1 I.Board of Health 2.Building Department 3.CityTown Clerk 4.Electrical Inspector 5. Plumbing Inspector it L 6.Other li il Contact Person: Phone#: V ----4 TOWN OF YARMOUTH r N Co BUILDING DEPARTMJ NT 1146 Route 28,South Yarmouth,MA 02664 ' 50 3 231 ext. 1261 Fax 508-398-0836 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 workIdernolition to be conducted at j U Sh LANt. /4v , QU } e)14 Work Address i Is to be disposed of at the following location: "Cr (S 1:.)5po.54 Said disposal site s•.`I be a licensed solid waste facility as defined by M.G.L. Chapter l 41 50:A. AOP4W:A40 AWE Mitre ofApplication Date Permit No. From: Daniel A. Ojala, PE PLS Sent: Thursday,June 23, 2022 4:47 PM To: Murphy, Bruce; Grylls, Mark Cc: Priscilla Leclerc; Craig Ferrari; Heatherlee Vermette Subject: #41 Jerusha Lane,West Yarmouth- McNeill Residence Raze and Replace Attachments: 21-298 building plans 6-23-22.pdf;21-298 McNeill T5 Site Plan 6-22-22.pdf Mark, Bruce: Attached please find slightly revised plans for#41 Jerusha Lane in West Yarmouth. (paper plans being delivered tomorrow). The house is in substantially the exact same location on the face of the earth (same distance to abutter to west as before), but the lot lines shifted West approximately five feet,as we had a survey discrepancy on the plan that went to ZBA. (the survey discrepancy was caused by a variable width roadway East of locus which is approximately 45'wide, not 40' wide, a bound had checked out 40', but the road was actually wider). The corrected lot line locations mean that the existing and proposed homes both fully meet yard setbacks, so the Special Permit is null and void, and the construction can proceed "as-of-right", per the Yarmouth bylaws. We modified the house by removing the staircase on the West and replacing it with a bulkhead on the SouthWest corner of the house, so the house now fits within the normal yard setbacks. To make it fully conform,we also slightly adjusted the alignment of the garage, requiring a small bumpout on the garage to have room for the stairs up to the cold storage above the garage. This 6'wide section of the garage was stick built,so the pre-engineered trusses on either side of this six foot wide area are unchanged. Please note the McNeill's would like one of the three bedrooms to be in the basement, so that is roughed in as"future" on the house plans. An egress window will be provided for the future bedroom,the plans and septic design are both for three bedrooms. Really appreciate your assistance with this situation. Please contact me with any questions. Daniel A. Ojala PE, PLS down cape engineering,inc. 939 Main St.Yarmouthport, MA 1-508-362-4541 x106 1-508-362-9880 fax downcape@downcape.com This Electronic Message contains information from the e engineering firm of down cape engineerincl;._in.c., which may be privileged. The information is intended to be for the use of the addressee only. If you are not the addressee, note that any disclosure, copy, distribution or use of the contents of this message is prohibited. Jty.Y TOWN OF YARMOUTH AV; HEALT H DEPARTMENT TRANSMITTAL SHEET PERMIT APPLICATION SIGN OFF TRANS M To he completed by Applicant: Building Site Location: /I/ Jer A //61-ne.- 'A Proposed Improvement:ko `'/itsai , . mirar '111 air Applicant: f( M /2I v4 rah /1)/9 Tel. No.:�.�(O6-i7c5T—Q 7 Address: 3 1 dir ek /4, q(2/h r 5 //<FC Date Filed: **If you would like e-mail notification of sign / Veoff please provide e-n it address: /' Owner Name: L Ef ll L 7 C // Owner Address:// 1)O c_ ea lIve- • Owner Tel. No.:�,,/-9,3 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; RI75 :` (2.) Floor plan labeling ALL rooms within building APR , .. (all existing and proposed) — 100 Note: Floor plans not required for decks, sheds, windows, roofing; HEALTH Den, (3.) If necessary, Title 5 application signed by licensed installer with fee. REVIEWED BY: fo."....,-433CkA-cL:c--- DATE: 4 -at p- Z- PLEASE NOTE COMMENTS/CONDITIONS: of-xY k TOWN OF YARMOUTH ct _- rce HEALTH DEPARTMENT PERMIT APPLICATION SIGN OFF TRANSMITTAL SHEET 4�wL. To he completed by Applicant: Building Site Location: 'Tlrf � 44-n�1 adorn & ��� 6i;,(1 Proposed Imp rovement: /eci� C /Applicant: � I /1��14 pl Tel. No.: Address 7. (27)u /. Cr/2Z dgjt.� �i4 Date Filed: **Ifyou would like e-mail notification of sign off,please provid e-mail address: Owner Nam�'O e ''Y) Cl/ Owner Address: il9 3 4 L 6.,(Z. Ave-- , Owner Tel. No.: /7g/ 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 RECEIVED (all existing and proposed) — APR zoz2 Note: Floor plans not required for decks, sheds, windows, roofing; (3.) If necessary, Title 5 application signed by licensed installer HEALTH DEPT with fee. REVIEWED BY: 0 Qom= k DATE: �/ l J PLEASE NOTE COMMENTS/CONDITIONS: RECEIVED LAW OFFICES OF MAR 15 2022 PAUL R. TARDIF, ESQ., P.C. a BU v t Na y rMErvT 490 MAIN STREET YARMOUTH PORT,MA 02675 (508)362-7799 (508)362-7199 fax Paul R. Tardif,Esq. Stacy A. Curley,Esq. ptardif@tardiflaw.com www.tardiflaw.com scurley(ci tardiflaw.com REFER TO FILE NO. March 14, 2022 Celina Villa Yarmouth Zoning Board of Appeals 1146 Route 28 South Yarmouth, MA 02664 RE: Zoning Appeal—41 Jerusha Lane, West Yarmouth Wayne E. McNeill and Doreen M. McNeill - Petition#4935 Dear Ms. Villa: Enclosed please find a copy of the Board of Appeals Decision, which was recorded, for the above referenced matter on March 9, 2022 in the Barnstable County Registry of Deeds in Book 34961, Page 132. Please note that a copy of the recorded Decision has been forwarded to e Buildi epartment for their records. I thank you for your assistance in this matter. V ry y our , 1 f \ aul . if cc: Wayne E. McNeill and Doreen M. McNeill Mark Grylls, Building Department Bk 34961 Pg132 #12469 03-09-2.022 . @ 10 : 53a Ydek `'o TOWN OF YARMOUTH lM 41 BOARD OF APPEALS `.•, . DECISION FILED WITH TOWN CLERK: February 11,2022 PETITION NO: 4935 HEARING DATE: February 10,2022 PETITIONER: Wayne E. McNeill & Doreen M. McNeil PROPERTY: 41 Jerusha Lane,West Yarmouth,MA Map 31,Parcel 207 Zoning District: R-25 Title: Book 13487,Page 301 MEMBERS PRESENT AND VOTING: Chairman Steven DeYoung,Sean Igoe,Richard Martin,and Jay Fraprie . Notice of the hearing has been given by sending notice thereof to the Petitioner and all those owners of property as required by law, and to the public by posting notice of the hearing and publishing in The Cape Cod Times, the hearing opened and held on the date stated above. The Petitioner is seeking a Special Permit to allow for the razing and replacing of a single family structure. The Property is a corner lot located in the R-25 Zoning District and contains 16,133 square feet of area,with 260 feet of frontage on Jerusha Lane, which is located on two sides of this property, creating a corner lot. The existing house, containing one story,three bedrooms, and constructed in approximately 1968, complies with both front yard setbacks, one side setback, and sits 9.7 feet from the westerly side setback, where 15 feet is required. The lot coverage is 9.4%, and the current height of the structure is approximately 19 feet. The living space totals 1,465 square feet and there is a full basement on the westerly portion of the house_ The Applicant proposes to raze the existing structure, and replace it with a new, one-story 2 bedroom home,with a two car garage. The structure will continue to comply with both front yard setbacks,one side setback, and will improve the westerly side setback by moving the house from its present 9.7 feet to the boundary to 10 feet. The height will increase slightly to 22 feet, but well under the required 35 foot maximum. A full basement and a new Title 5 Septic System will be constructed and neither will be sitting in the water table. The existing driveway will be removed, loamed and seeded. Lot coverage will increase to 16.1%. Living space will increase to approximately 1,785 square feet, an increase of living space of 320 square feet,but reducing the number of bedrooms. rUE . 1 • ommommee I TOWN CLE MAR - 2022 Bk 34961 Pg133 #12469 Several abutters appeared in opposition to the project, alleging that the construction of a new home with a full basement would cause additional water infiltration into their basements, in a neighborhood with a high water table. A 2003 study of this neighborhood,and others in the Town of Yarmouth, was proffered as evidence that this could occur, and that this Board should hold this Petitioner to standards, such as refusing to approve a full basement,that have not been adopted into the Zoning Bylaw at a legally assembled Town Meeting. Although sympathetic to the water issues plaguing this neighborhood and others in Yarmouth,the Board is not empowered to enact new standards into the Bylaw at this time. The Board was also of the opinion that there was no evidence to support a claim that there is a connection between increased water infiltration from abutting properties, rather than the high water table noted in the 2003 study. The Board was in unanimous agreement that the proposed location of the new structure was an improvement to the one pre-existing non-conforming side setback encroachment, and that the house plans were carefully designed to protect the privacy of the Applicant and their abutter. They also agreed that the design of the house will be in keeping with this neighborhood, and that the location of the water concerns, with which the Petitioner must also face, had been taken into consideration. The Board found that the raze and replacement of the structure would not be substantially more detrimental to the neighborhood, zoning district, or Town, than the existing non-conforming structure, and would not create any undue nuisance, hazard or congestion. Accordingly, a motion was made by Mr. Martin, seconded by Mr. Fraprie, to grant the Special Permit, as requested, without conditions. A roll call vote was taken with the following results: - Chairman DeYoung: AYE - Mr. Igoe: AYE - Mr. Fraprie: AYE - Mr. Martin: AYE Therefore,the Special Permit was granted. No permit shall issue until 20 days from the filing of this decision with the Town Clerk. Appeals from this decision shall be made pursuant to MGL c40A section 17 and must he filed within 20 days after filing of this notice/decision with the Town Clerk. Unless otherwise provided herein, the Special Permit shall lapse if a substantial use thereof has not begun within 24 months. (See bylaw §103 2.5, MGL c40A §9) Steven DeYoung, Chairman UE C PY ATTEST: e /TOWN CLERK MAR — 4 20nn Bk 34961 Pg134 #12469 CERTIFICATION OF TOWN CLERK I, Mary A. Maslowski, Town Clerk, Town of Yarmouth, do hereby certify that 20 days have elapsed since the filing with me of the above Board of Appeals Decision #4935 that no notice of appeal of said decision has been filed with me, or, if such appeal has been filed it has been dismissed or denied. All appeals have been exhausted. Wtkekta Wilt.dOWE-4 Mary A. Maslowski MAR - 4 2022 TRUE COPY ATTEST; • rUilint.L414: 3 /TOWN CLERK MAR - 2022 Bk 34961 Pg135 #12469 ot;:_Y :kr COMMONWEALTH OF MASSACHUSETTS TOWN OF YARMOUTH ;,(g4BOARD OF APPEALS u , Petition #: 4935 Date: March 4,2022 Certificate of Granting of a Special Permit (General Laws Chapter 40A, Section 11) The Board of Appeals of the Town of Yarmouth Massachusetts hereby certifies that a Special Permit has been granted to: Wayne E. McNeil &Doreen M. McNeil 41 Jerusha Lane West Yarmouth,MA 02673 Affecting the rights of the owner with respect to land or buildings at: 41 Jerusha Lane,West Yarmouth,MA; Map#: 31; Parcel#: 207; Zoning District: R-25; Book/Page: 13487/301; and the said Board of Appeals further certifies that the decision attached hereto is a true and correct copy of its decision granting said Special Permit, and copies of said decision, and of all plans referred to in the decision, have been filed. The Board of Appeals also calls to the attention of the owner or applicant that General Laws, Chapter 40A, Section 11 (last paragraph) and Section 13, provides that no Special Permit, or any extension, modification or renewal thereof, shall take effect until a copy of the decision bearing the certification of the Town Clerk that twenty (20) days have elapsed after the decision has been filed in the office of the Town Clerk and no appeal has been filed or that, if such appeal has been filed, that it has been dismissed or denied, is recorded in the Registry of Deeds for the county and district in which the land is located and indexed in the grantor index under the name of the owner of record or is recorded and noted on the owner's certificate of title. The fee for such recording or registering shall be paid by the owner or applicant. I itic....a. ei,4„...... Steven S. DeYoung, Chairman A TRUE COPY ATTEST .W/460)044 /TOWN CLERK BBARNSTABLE' NTYIE�Y OF DEED: ocrcTTrcn r ocrnonwn cT crTon*lTrfT T V Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 M2 Monopitch Supported Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:09 Page:1 ID:WP42cY952RfwRheMdpjazlymxYS-yt?VeSFIj?ghSX5oGTKK2bmWTlyjc6NmXAbYHtzRary -0-10-8 15-0-0 14-1-0 14-1-0 RECEIVED , T 0-10-8 0-11-0 4x6 11 APR 212022 10) • os I BUILDING DEPARTME T 3x66 3Y' 7 4. 812 9 6 M ° M d d :� d 715 1111 0-7-8 3_ 3 11 12 ` vvvv;v.----.----- .-.o-.-ay.•vv.v:i:i:i.-.- '.l..11l.i.!.!.!.!.1..!.!.!.!.!.!.!.!.!.!E.S.!.!::_.Sl:llll:!:Lli!.S i.i i iil..11l.!.!.!.!.! 18 17 16 15 14 13 3x6 4x6 Scale=1:50.5 4 - 14-1-0 t Plate Offsets(X,Y): [10:Edge,0-3-8],[12:0-3-0,0-0-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) n/a - n/a 999 MT20 197/144 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.32 Vert(CT) n/a - n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 12 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MSH BCDL 10.0 Weight:82 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. , WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 10-12,9-13 WEDGE Left:2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS All bearings 14-1-0. installed during truss erection,in accordance with Stabilizer (Ib)-Max Horiz 2=452(LC 11),19=452(LC 11) Installation guide. Max Uplift All uplift 100(Ib)or less at joint(s)13,14,15,16,17 except 2=-104(LC 10),12=-132(LC 11),18=-164(LC 14),19=-104 (LC 10) Max Gray All reactions 250(Ib)or less at joint(s)13,14,15,16,17 except 2=328(LC 23),12=270(LC 20),18=289(LC 22),19=328(LC 23) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-648/627,3-4=552/541,4-5=-489/490,5-6=-418/432,6-7-347/373,7-8=-285/296,8-9=-273/326,10-12=-256/148 BOT CHORD 2-18=-358/375 WEBS 9-13=-268/181 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.opsf;h=25ft;Cat II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Corner(3)-0-10-8 to 2-1-0,Exterior(2)2-1-0 to 15-0-0 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;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) *This truss has been designed for a live load of 20.0psf 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. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,14,15,16,17 except(jt--Ib)2=104,12=131,18=163, 2=104. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/I-PI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 TSGE2 Attic Structural Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:16 Page:1 I D:TH7NU I N W?NQ?6gx8kmx6o8ymxQQ-FEw86sL849i ioc88ARyzg4Zoj7191Dro8InP1 zzRQrr 0-10-8 12-11-10 16-3-0 4 5-10-14 -1-2 5 2 4 1 1-10-81 3-3-6 I 33-66 1 11-4-101 0-4 I 26-81-0-6 0-10-8 l 10-0-0 1 5x5 11 4x4 4x6 Alllilihih..74 91030 112 8O O "211O. 13 82 7 1:4 a o CO 6 32 5x5 a115 R' 14 3 iN 111101111110 � i 2 Aid litkij 07- 1 ID p ' 155-1- 17 • "'"''•'22'` 21 20 19 18 4x6 4x6 5x6 4x6 4x6 5x10 , 1.5x4 5x6 4x10 Scale=1:59.5 11-1-2 1 4-16a14 I 514�io I 6--1-00--66 I Plate Offsets(X,Y): [2:0-6-0,0-0-5],[10:0-2-11,0-2-0],[12:0-2-11,0-2-0],[14:Edge,0-1-12],[16:0-2-4,0-2-0],[18:0-2-8,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.25 18-19 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.41 18-19 >749 240 TCDL 15.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.02 15 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MSH Attic -0.16 16-18 >753 360 BCDL 10.0 Weight:245 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x6 SP 2400F 2.0E*Except*B2:2x8 SP 2400F 2.0E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2 6-0-0 oc bracing:15-16. REACTIONS All bearings 2-11-8.except 15=0-5-8 JOINTS 1 Brace at Jt(s):23,25 (lb)-Max Horiz 2=370(LC 13),27=370(LC 13) This truss requires both edges of the bottom chord be sheathed in Max Uplift All uplift 100(Ib)or less at joint(s)15 except 2=168(LC 10), the room area. 22=-352(LC 14),27=-188(LC 10) MiTek recommends that Stabilizers and required cross bracing be Max Gray All reactions 250(Ib)or less at joint(s)except 2=880(LC 24), installed during truss erection,in accordance with Stabilizer 15=1911(LC 24),22=1644(LC 23),27=880(LC 24) Installation guide. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1970/114,3-4=-2185/119,4-5=-2136/138,5-6=-2000/122,6-7=-2022/182,7-8=-1989/192,8-9=-1556/179, 9-10=-1477/184,10-30=-337/6,11-31=-391/50,12-31=425/31,12-13=-1586/180,13-32=-1836/109,14-32=-1942/82, 14-15=-1940/109 BOT CHORD 2-22=-115/1691,21-22=-115/1691,20-21=-115/1691,19-20=-115/1691,18-19=-115/1691,17-18=-25/1573, 16-17-25/1573 WEBS 18-24=-306/179,8-18=-53/718,13-16=-194/314,10-23=-1479/231,12-23=-1479/231,14-16=0/1708,3-22=-785/219 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-3-0,Interior(1)2-3-0 to 16-3-0,Exterior(2)16-3-0 to 19-3-0,Interior(1)19-3-0 to 28-1-4 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 3) 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. 4) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) *This truss has been designed for a live load of 20.0psf 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. 10) Ceiling dead load(10.0 psf)on member(s).8-10,12-13,10-23,12-23 11) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.16-18 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except(jt=1b)2=187,22=351,2=187. 13) 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. Continued on page 2 Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 TSGE1 Attic Structural Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:15 Page:1 ID:6nHdIzv2BOVXxhSy4lzjwymxR1-nt MmvWKWJrarBSZyckRkHsOeCj_BOILev52sVXzRQrs -0-10-8 1 112-11-10 I 5-10-14 5-10-14524 I1-10-8� 3-3-6 16-3-0 33-6 �1, 04� 28-3-0 6-10-6 1 0-10-8 . 1 10-0-0 5x5 12 4x4 4x4 4x6 11 i 13 42 43 90 , - ® 14 8 31 30 W3 35 15 8r2 7 1.5x4 s 16 o co 6 17 44 r 18 5 n 4x6 -.4411H 4 • ��19 11. f. 3 is � i1I20 6 M 111 2 0-76 1i S - ss ® Jmy-'�. 5-81 .....00.292: +28.•...❖.272::...:t:s2t.t.v.^-•'.•-•--6 25 ..4 .....4 ..24: 4x6 4x6 4x10 22 21 3x4 3x4 1.5x4 5x6 1.5x4 4x10 Scale=1:60.4 { 11-1 2 4-10-1416-0-0 5-4-100 28-6-10-63-0 1 Plate Offsets(X,Y): [10:0-2-11,0-2-0],[14:0-2-11,0-2-0],[19:Edge,0-1-12],[23:0-3-0,0-2-0],[25:0-1-8,0-1-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.07 23-25 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.12 23-25 >999 240 TCDL 15.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.02 20 n/a n/a BCLL 0.0• Code IRC2015/TP12014 Matrix-MSH Attic -0.05 23-25 >999 360 BCDL 10.0 Weight:264 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x6 SP 2400F 2.0E`Except'B2:2x8 SP 2400F 2.0E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):30,33,37,38 REACTIONS All bearings 16-8-8.except 20=0-5-8 This truss requires both edges of the bottom chord be sheathed in (Ib)-Max Horiz 2=370(LC 13),39=370(LC 13) the room area. Max Uplift All uplift 100(Ib)or less at joint(s)2,28,39 except 20-131(LC MiTek recommends that Stabilizers and required cross bracing be 15),25=-166(LC 11),26=-189(LC 21),29=-116(LC 14) installed during truss erection,in accordance with Stabilizer Max Gray All reactions 250(Ib)or less at joint(s)26,29 except 2=1049 Installation guide. (LC 24),20=1741(LC 24),25=699(LC 33),27=365(LC 24), 28=408(LC 1),39=1049(LC 24) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1503/121,3-4=-1444/157,4-5=-1555/198,5-6=1644/218,6-7=-1761/296,7-8-1658/308,8-9=-1409/244, 9-10=-1330/249,10-42=-489/24,11-42=-455/33,11-12=356/56,12-13=-354/82,13-43=-451/57,14-43=-485/47, • 14-15=-1358/217,15-16=-1473/177,16-17=-1601/158,17-44=1490/92,18-44=-1537/88,18-19=1575/47, 19-20=-1563/77 BOT CHORD 2-29=-70/1041,28-29=-69/1041,27-28=-69/1041,26-27=-69/1041,25-26=69/1041,24-25=-35/1158,23-24=-33/1163 WEBS 33-34=-6/264,25-32=-8/250,8-25=-246/443,15-23=-152/309,10-31=-1154/305,30-31=-1151/304,30-35=-1151/304, 14-35=1153/305,23-36=0/1256,36-37=0/1223,37-38=0/1211,19-38=0/1247,6-33=-421/120,26-33=-384/124, 4-28=-382/67,17-37=-281/94,22-37=-312/94 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-3-0,Interior(1)2-3-0 to 16-3-0,Exterior(2)16-3-0 to 19-3-0,Interior(1)19-3-0 to 28-1-4 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 3) 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. 4) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) *This truss has been designed for a live load of 20.0psf 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. 10) Ceiling dead'Ioad(10.0 psf)on member(s).8-10,14-15,10-31,30-31,30-35,14-35 Continued on page 2 Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 T4 Attic 3 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:14 Page:1 I D:I HQt7dRaNPb31hz9AOYgehymxRe-rfE?Uql GnE K7x9PZVJOGCRxDjwJfYrN LSnZIRezRQru 0-10-81 1 5-4-4 5-4-4 9-10-4 4-6-0 11 3 116-10 2-60 2 66 1 23-1-62 � 24-8-9 4-6-13 1 5-3-70 0-10-8 10-0-0 1 1 5x5 7 4x10 ` - 4x10 4x4 El 4x4 5 6 ?�� 8 a 9 2x4 0 16 ".(ko 2x4 4 1.5x4 10 81r o °D n o 0 4x4 2, 2x4 3 r r 11 �• 24 AllilIN %1111114/ 2 B2 12 0.7-it 1 0. .IF� Q 11 ® It® : a 0-5-8I ++ 15 14 4x6 4x6 5x6 4x6 4x10 3x8 4x10 4x8 Scale=1:57.4 9-10-4 1 6-1-12 4-1112 30-0-0 9-10-4 1 Plate Offsets(X,Y): [2:0-8-0,0-1-1],[6:0-2-11,0-2-0],[7:0-2-8,0-1-8],[8:0-2-11,0-2-0],[12:0-8-0,0-1-5],[13:0-2-4,0-2-0],[15:0-2-4,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.29 13-22 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.42 13-22 >851 240 TCDL 15.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.04 12 n/a n/a BOLL 0.0' Code IRC2015/TPI2014 Matrix-MSH Attic -0.19 13-15 >647 360 BCDL 10.0 Weight:222 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins. BOT CHORD 2x6 SP 2400F 2.0E*Except*B2:2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):16 REACTIONS (lb/size) 2=1940/0-5-8,(min.0-1-11),12=1850/0-3-8,(min.0-1-10) This truss requires both edges of the bottom chord be sheathed in Max Horiz 2=298(LC 11) the room area. Max Uplift 2=-199(LC 14),12=-176(LC 15) MiTek recommends that Stabilizers and required cross bracing be Max Gray 2=2042(LC 23),12=1961(LC 24) installed during truss erection,in accordance with Stabilizer Installation guide. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-3016/255,3-23=-2848/282,3-4=-2615/250,4-5=-1893/274,5-6=1764/282,6-7=87/617,7-8=-88/618, 8-9=-1764/281,9-10=-1892/273,10-11=-2614/249,11-24=-2863/293,12-24=-3029/276 BOT CHORD 2-15=-336/2690,14-15=-70/2004,13-14=-70/2004,12-13=159/2492 WEBS 10-13=-6/924,4-15=-5/930,6-16=-2679/391,8-16=-2679/391,11-13=-872/340,3-15=-861/334 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 15-0-0,Exterior(2)15-0-0 to 18-0-0,Interior(1)18-0-0 to 30-0-0 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 3) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf 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) Ceiling dead load(5.0 psf)on member(s).4-6,8-10,6-16,8-16 8) Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.13-15 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 199 lb uplift at joint 2 and 176 lb uplift at joint 12. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 T2 Attic 7 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:12 Page:1 ID_Ct?IGwEGV10jEm4iZozxrymxSl-NShdHUHdOwCGK?gNxbtl gE04M WtnpLACD7pCuCzROry -0-10-8 12-11-10 11-1-2 28-3-0 5-10-14 5-2-4 11-10-8� 3-3-6 336 111 04� 6-10-6 1 0-10-8 10-0-0 1 5x5 7 4x4 0 4x6 � 4x4 20 21 42x4 50 ,y mmi .z.: . A 8 2x4 15 81 1.5x4 o co 22 2x44411, 0 32 5x5 10 ci4n 19 " . Ill III III NIII 2 n 0-7-81 1 1� _ is q e— n = 11 0-5-8 j 1 14 13 2 5x6 5x6 5x6 5x6 5x6 4x16 3x4 4x10 6x6 Scale=1:57.8 11-1-2 1 16-0-0 -110 14 1 5-4-10 28-3-0 6-10-6 1 Plate Offsets(X,Y): [2:0-0-3,0-0-10],[6:0-2-11,0-2-0],[8:0-2-11,0-2-0],[10:0-2-4,0-1-12],[12:0-4-12,0-1-12],[14:0-2-8,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.39 14-18 >860 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.69 14-18 >492 240 TCDL 15.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.02 11 n/a n/a BCLL 0.0* Code 1RC2015/TPI2014 Matrix-MSH Attic -0.26 12-14 >479 360 BCDL 10.0 Weight 225 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc puffins, BOT CHORD 2x6 SP 2400F 2.GE*Except*B2:2x8 SP 2400F 2.0E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=1905/0-5-8,(min.0-1-10),11=1863/0-5-8,(min.0-1-10) JOINTS 1 Brace at Jt(s):15 Max Horiz 2=370(LC 13) This truss requires both edges of the bottom chord be sheathed in Max Uplift 2=-148(LC 14),11=-63(LC 15) the room area. Max Gray 2=1982(LC 23),11=1996(LC 24) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. . FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-19=-2803/151,3-19=-2615/179,3-4=-2325/141,4-5=-1647/184,5-6=-1568/189,6-20=-284/10,7-21=-394/49, 8-21=-428/30,8-9=-1797/210,9-22=-1979/157,10-22=-2179/128,10-11=-2155/122 BOT CHORD 2-14=-274/2547,13-14=36/1786,12-13=-36/1786 WEBS 3-14=-942/341,4-14=0/781,9-12=179/343,6-15=1646/241,8-15=-1646/241,10-12=-43/1967 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 16-3-0,Exterior(2)16-3-0 to 19-3-0,Interior(1)19-3-0 to 28-1-4 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 3) TCLL:ASCE 7-10;Pr-30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf 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) Ceiling dead load(10.0 psf)on member(s).4-6,8-9,6-15,8-15 8) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.12-14 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 lb uplift at joint 2 and 63 lb uplift at joint 11. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 T1 Attic 11 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:10 Page:1 ID:7LFTM5oriQ7?bBJFObeiojymxV2-R4ZtsoGNUJyY4hg?pArZbpJomiB4LW vmgK5gJzRQrx 1-10-85-1-15 4-8-5 �1-2-8 9-10-4 10.0.4 11 1-4 11 2-8 24-8 51 1 26 5-1-1 0 5 26-10 8 0-10-8 0-10-8 f0 I 5x5 7 2x4 4x4 5 4x4 2x4 Aglib 5 6 :6 iF_ 8 9 5x6 16 5x6 gr 40 3 1.5x4 , 10 o co 2x4 2x4 6 6 3 11 23 Nii 2Nt (11011A1#1 V 12 0-7-I 1 r� M1°HHhiiiiiiiiih.24 13 c. 15 14 5x5 5x8 5x8 5x5 Scale=1:52.6 1000 1 16-0-0 600 1 26-0-0 10-0-0 1 Plate Offsets(X,Y): [2:0-0-8,Edge],[6:0-2-11,0-2-0],[8:0-2-11,0-2-0],[12:0-0-8,Edge],[14:0-2-12,Edge],[15:0-2-12,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.19 15-19 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.76 Vert(CT) -0.33 15-19 >951 240 TCDL 15.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.07 12 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MSH Attic -0.13 14-15 >558 360 BCDL 10.0 Weight:147 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2`Except*B2:2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):16 REACTIONS (lb/size) 2=1740/0-3-8,(min.0-2-12),12=1740/0-3-8,(min.0-2-12) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 2=-265(LC 12) installed during truss erection,in accordance with Stabilizer Max Uplift 2=-146(LC 14),12-146(LC 15) Installation guide. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-2476/173,3-23=-2323/201,3-4=-2095/154,4-5=-1949/169,5-6=-1571/203,8-9=-1571/204,9-10=-1949/169, 10-11=-2095/154,11-24=-2323/202,12-24-2477/174 BOT CHORD 2-15=-239/2153,14-15=0/1712,12-14=-62/1956 WEBS 9-14=-38/665,5-15=-37/664,6-16=-1721/249,8-16=-1721/249,11-14=-570/298,3-15=-570/296 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=l4omph(3-second gust)Vasd=111 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 13-0-0,Exterior(2)13-0-0 to 16-1-12,Interior(1)16-1-12 to 26-10-8 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 3) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Ceiling dead load(10.0 psf)on member(s).5-6,8-9,6-16,8-16 8) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.14-15 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 146 lb uplift at joint 2 and 146 lb uplift at joint 12. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 M3 Monopitch 3 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:09 Page:1 ID:ZxrbwcJBXxrs2wHvW6TA7ymxZY-yt?VeSFIj?ghSX5oGTKK2bmZ IxYc ZmXAbYHtzRQry -0-10-8 6-0-14 1 6-0-14 } 12-5-0 6-4-2 2-7-0 0-10-8 6 3x4 5 S 4x6 812 4 O CO 3x4 ri 0 cl 3 r iiP A 2 llik4N- 0-7-8\ 1 S 7 8 1.5x4 5x5 3x4 Scale=1:49.2 6-0-14 1 12-5-0 6-4-2 } Plate Offsets(X,Y): [3:0-1-12,0-1-8],[5:Edge,0-3-8],[7:0-2-8,0-2-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.04 7-8 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.08 7-8 >999 240 TCDL 15.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.01 7 n/a n/a BCLL 0.0* Code IRC2015/fP12014 Matrix-MSH BCDL 10.0 Weight:81 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=797/0-5-8,(min.0-1-8),7=1036/0-3-8,(min.0-1-10) WEBS 1 Row at midpt 5-7 Max Horiz 2=446(LC 11) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 2=-25(LC 14),7=-325(LC 14) installed during truss erection,in accordance with Stabilizer Max Gray 2=797(LC 1),7=1040(LC 22) Installation guide. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-849/0,3-12=-733/20,3-4=-318/247,4-5=-294/339,5-6=257/0,5-7=-659/304 BOT CHORD 2-8=-327/641,7-8=-258/641 WEBS 3-8=0/274,3-7=-714/242 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 15-0-0 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;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 3) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed fora 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.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 lb uplift at joint 2 and 325 lb uplift at joint 7. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • mow New S WNW 111111r MOW Z. F O8771O663 Accutrap CERTIFIC�� FI J N BELO , GA is .ER AND Timht crIttmicAtt ANT,- If the WhoAAANA . to* coeliac "—'41-ettIttiwo' ,seAtortatwast s '.33.7stsfAtE014131:10,:tryis,4,56,1"4"t4144°., 13470"tortutis to Now c Y A MALATIAM 34 sin ONO 500.77141$t ce wttvItto 5 .,a,.. 37 C CIRCIA �` .2413,444 M „a t ✓ zNYANWS,MA MDT AAmtit tti .ea n t a.'" '3 'V :' ��' L' r.. Ewa fiC ` " t v ". :',`etv t a 4"� t fi - Zap - �` .. •" ':;'�a"� #�, a✓ �,a 's 4, may," ‘ $ � Y Ate«$r s '`5 e r 4, a &, ,,""';�. 4 _ r � v£ M"k z a,Ig w stir 1410 100 'x k 44 4,4 Ofiftuttnifmat Ostf**Mos ; NaftS = zWM < n a 4,0 v INSURANCE COVERAOE1 LIAVIED* E TERMS CONOMONS EU-UMW&OTHER ttArtATiONS AND EADORDEMENTS 04 THE Pottot, C-OONORAft OfflEE*N KAE E,t ,CTE I`ONE COVERED " TN 1 INN E0AANON, f fif ' gym ty ISIALOiNG DE PN !SST YARMOU TH MA `) 44' a44 ,. Sears, Tim From: Kevin Fair <kevinfair@comcast.net> Sent: Thursday, April 14, 2022 5:44 AM To: Sears, Tim Subject: RE:41 Jerusha Ln Hi Tim I am officially opting out of this permit application. Please remove my name from it. Thank You, Kevin Fair Sent from Mail for Windows From:Sears.Tim Sent: Monday,April 11, 2022 10:44 AM To: 'Kevin Fair' Subject:41 Jerusha Ln Kevin, I have reviewed your application for the Raze & Replace, and there are some items needed. Health Department sign off(under review) . Gas& Electric disconnect letters 3. HERS Certificate Truss specs Please submit these items for review This email is considered a written denial of your permit application per Section 105.3.1 of the Massachusetts State Building Code. Section 105.3.2 states in part that "an application for a permit for any proposed work shall be deemed to have been abandoned 180 days after the date of filing, unless such application has been pursued in good faith" You may appeal this denial to the Building Code Appeals Board in accordance with M.G.L. c. 143 §100,within 45 days of this notice. Timothy Sears CB° Deputy Building Commissioner Town of Yarmouth 508-398-2231 Ext. 1259 mailto:tsears@varmouth.ma.us 1 nationalg rid May 10, 2022 E.R. Mantini Construction Eli Ramos 375 Compass Circle Hyannis, MA 02601 TO WHOM IT MAY CONCERN: RE 41 Jerusha Ave, West Yarmouth, MA This email is to confirm that there is no live gas at this property. I can be reached directly at 508-760-7439 should there be any further questions. Sincerely, WO's. WS& Ellen Whelan Customer Connections, NE National Grid 127 Whites Path S. Yarmouth, MA 02664 (T) 508-760-7439 Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 M2 Monopitch Supported Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:09 Page:2 ID:WP42cY952RfwRheMdpjazlymxYS-yt?VeSFIj?ghSX5oGTKK2bmWTlyjc6NmXAbYHtzRQry Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 M4 Monopitch Structural Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:10 Page:1 I D:tvxooteZsQaOdg7sP Vwk2zymxXr-R4ZtsoGNUJyY4hg?pArZbpJksiJ pLatvmgK5gJzRQrx -1 013 66-0-14 0-14 } 122 700 0-10-8 10 4x4 9 el 4x6 8 7 3 81r 6 A o co x4 r; 0 5 c cc tit o_ 4 �gi o 3 ill I �r• is 1 0 7-8 1 2 ...4 2 : : 11 �� 11 • 17 16 1514 13 12 3x4 3x6 5x5 Scale=1:49.2 6-0-14 1. 12-5-0 6-4-2 1 Plate Offsets(X,Y): [5:0-1-12,0-1-8],[11:0-2-12,0-2-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) 0.00 11-12 >999 360 MT20 197/144 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.20 Vert(CT) 0.00 11-12 >999 240 TCDL 15.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 11 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MSH BCDL 10.0 Weight 104 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 9-11 REACTIONS All bearings 12-5-0. JOINTS 1 Brace at Jt(s):18,19 (Ib)-Max Horiz 2=446(LC 11),21=446(LC 11) MiTek recommends that Stabilizers and required cross bracing be Max Uplift All uplift 100(Ib)or less at joint(s)2,13,14,15,16,21 except installed during truss erection,in accordance with Stabilizer 11=295(LC 11),12=-199(LC 20),17=-137(LC 14) Installation guide. Max Gray All reactions 250(Ib)or less at joint(s)12,13,14,15,16 except 2=340(LC 23),11=832(LC 20),17=305(LC 22),21=340(LC 23) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-517/516,3-4=-425/413,4-5=-384/379,5-6=-367/374,6-7=-307/295,7-8=-295/316,8-9=-255/289,9-10=-257/0, 9-11=-814/407 BOT CHORD 2-17=-255/258 WEBS 3-17=-250/151 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-5-0,Interior(1)2-5-0 to 15-0-0 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;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 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. 8) *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. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,15,13,14,16,2 except(jt=lb)11=295,12=198,17=137. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 T1GE Attic Structural Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print 8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:11 Page:1 ID:ZLgR6RhhzMnsJ9EEXMRH7dymxSc-vG7F38H?Fc4PirFBNuMo70s0z6f 4?53?U4eMIzRQrw -0-10-8 11-0-12 16-1-12 26-10-8 1 1 9-10-4 26-0-0 9-10-4 11-2-81 1311-4 11 1 4 11-2-81 9-10-4 1 1 0-10-8 t 0-10-8 1 6-0-0 5x5 1 10 4x4 4x4 9 „ 4x6 8 G4irr:=O 12 4x6 12 7 g 30 13 $r 6 1.5x4 14 111: : 15 o � d� 16 317/i/i4(1111, 38'I�0-7-� 1itOr1 gi � 19 29'.!....!..28.!.......1.!27..!.....!..26 25 24 23 22 21 20 3x4 1.5x4 1.5x4 1.5x4 1.5x4 5x5 1.5x4 1.5x4 1.5x4 3x4 5x5 1.5x4 Scale=1:55 10-0-0 16-0-0 6-0-0 26-0-0 10-0-0 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.01 24-25 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.01 24-25 >999 240 TCDL 15.0 Rep Stress Incr YES \NB 0.23 Horz(CT) 0.01 18 n/a n/a BCLL 0.0' Code IRC2015/TPI2014 Matrix-MSH BCDL 10.0 Weight 169 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2*Except*B2:2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):30 OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS All bearings 26-0-0.except 18=0-3-8 installed during truss erection,in accordance with Stabilizer (Ib)-Max Horiz 2=265(LC 13),31=265(LC 13) Installation guide. Max Uplift All uplift 100(Ib)or less at joint(s)2,18,21,22,23,26,27,28, 31 except 20-131(LC 15),29=-138(LC 14) Max Gray All reactions 250(Ib)or less at joint(s)21,22,23,26,27,28 except 2=377(LC 24),18=377(LC 1),20=334(LC 24),24=392 (LC 1),25=407(LC 23),29=342(LC 23),31=377(LC 24) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-37=-360/154,3-37=-277/170,3-4=-333/147,4-5=-315/171,5-6=-293/215,7-8=-262/244,8-9=-307/210,9-10=-304/67, 10-11=-304/68,11-12=-307/195,12-13-262/201,15-16=-255/105,16-17=-262/58,18-38=-274/47 WEBS 12-24=279/0,8-25=294/54,3-29=-281/157,17-20=-274/151 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 13-0-0,Exterior(2)13-0-0 to 16-1-12,Interior(1)16-1-12 to 26-10-8 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as perANSI/TPI 1. 4) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) *This truss has been designed for a live load of 20.0psf 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. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,26,27,28,23,22,21,18,2 except(jt=Ib)29=138, 20=130. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 T3 Attic 10 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:13 Page:1 ID:DCSgm9FY8UaKgE14E0G4_JymxRu-rfE9UgIGnEK7x9PZVJOGCRxD5wlUYrNLSnZIRezRQru -0-10-8 9-10 15-0- 24- 9 5-5-3 4-5--41 I 1 12-11-10 3 1 6 2-0-6 2-0-6 23 1-62 I 4 G&3 I 30-0-0 5-3-7 1 0-10-8 10-0-0 1 5x5 7 5x8 4x4 IB 4x4 5x8 6 A 8 5 !im am=8 9 4x4 16 'qr.. 4x4 12 4 1.5x4 10 $ R 71 o co,a 0. 2x4 2x4 111 3 ,ll46\ I Atli s� S4� � !i12 0-7-6 j 1 � :� I� FM 0_5-6I 2 15 14 5x5 5x5 5x5 4x10 S 4x10 x6 MT18HS 5x8 6x6 Scale=1:57.9 9-10-4 1 6-1-12 41112 30-0-0 9-10-4 1 Plate Offsets(X,Y): [2:Edge,0-2-8],[4:0-2-0,0-0-8],[6:0-2-11,0-2-0],[7:0-2-8,0-1-8],[8:0-2-11,0-2-0],[10:0-2-0,0-0-8],[12:0-0-3,0-0-6],[13:0-2-4,0-2-0],[15:0-2-4,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.29 13-22 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.44 13-22 >813 240 MT18HS 244/190 TCDL 15.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.04 12 n/a n/a • BCLL 0.0* Code IRC2015/TP12014 Matrix-MSH Attic -0.19 13-15 >647 360 BCDL 10.0 Weight 222 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. BOT CHORD 2x6 SP 2400F 2.0E*Except*B2:2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):16 REACTIONS (lb/size) 2=2043/0-5-8,(min.0-1-12),12=1953/0-5-8,(min.0-1-11) This truss requires both edges of the bottom chord be sheathed in Max Horiz 2=298(LC 11) the room area. Max Uplift 2=-138(LC 14),12=-114(LC 15) MiTek recommends that Stabilizers and required cross bracing be Max Gray 2=2144(LC 23),12=2064(LC 24) installed during truss erection,in accordance with Stabilizer Installation guide. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=3193/143,3-23=-3022/171,3-4=-2795/143,4-5=-2038/193,5-6=-1896/204,6-7=-74/633,7-8=-77/634, 8-9=-1896/203,9-10=-2038/192,10-11=2793/142,11-24=3047/183,12-24=-3212/165 BOT CHORD 2-15=-241/2834,14-15=0/2145,13-14=0/2145,12-13=68/2644 WEBS 10-13=0/982,4-15=0/1002,6-16=-2853/285,8-16=-2853/285,7-16=0/251,11-13—887/331,3-15=-875/324 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 15-0-0,Exterior(2)15-0-0 to 18-0-0,Interior(1)18-0-0 to 30-0-0 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 3) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) 'This truss has been designed for a live load of 20.0psf 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. 8) Ceiling dead load(10.0 psf)on member(s).4-6,8-10,6-16,8-16 9) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.13-15 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 138 lb uplift at joint 2 and 114 lb uplift at joint 12. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 T5 Attic 1 2 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:14 Page:1 ID:1v? iBAhbDoz4xVOwxAX3Wymdg8JroOhAJuYXS_ZJ m2OvVIfTWzJhhHOOVhRIJz4zRQrt 0-8 1-12 1 1 5-1-15 48 5 �1-2 8 1-11-4�a 141-11 4 111-2-8�11-424-8 51 l 2560-10- 10-15 26-10-8 0-10-8 1 0-10-8 6-0-0 l 1 5x5 1 7 ` 2x4 4x4 0 4x4 2x4 R, 812 5 6 _yi@� 8 9 r 18 S lip 4x6 1.5x4 4x6 10p A' 3x4 ® ► 3x4 ci ch 3 c 141 11 d' Cy 3 Alkii� � 26 2 M 12 M III 0-7-it 1 g ■1 ® 13 - 17 16 15 14 2x4 8x8 8x8 2x4 3x4 3x4 26-0-0 Scale=1:52.6 5-1-15 I 9-8-8 4-6-9 6-016-3-8 1 246 91 1 5-1-15 1 Plate Offsets(X,Y): [3:0-1-12,0-1-8],[6:0-2-11,0-2-0],[8:0-2-11,0-2-0],[11:0-1-12,0-1-8],[15:0-3-8,0-4-8],[16:0-3-8,0-4-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.05 16-17 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.07 15-16 >999 240 TCDL 15.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.02 12 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MSH Attic -0.04 15-16 >999 360 BCDL 10.0 Weight:353 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP 2400F 2.0E*Except*B2:2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):18 REACTIONS (lb/size) 2=1831/0-3-8,(min.0-1-8),12=1831/0-3-8,(min.0-1-8) Max Horiz 2=265(LC 13) Max Uplift 2=-109(LC 14),12=-109(LC 15) Max Gray 2=1848(LC 23),12=1848(LC 24) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-25=-2684/115,3-25=-2495/139,3-4=-2299/122,4-5=-2144/142,5-6=-1671/162,8-9=-1671/162,9-10=-2144/142, 10-11=2299/122,11-26=2494/141,12-26=-2685/116 BOT CHORD 2-17=-182/2330,16-17=182/2330,15-16=0/1830,14-15=-4/2133,12-14—4/2133 WEBS 9-15=0/712,5-16=0/712,6-18=-1826/212,8-18=-1826/212,3-16=-664/272,11-15=-664/274 NOTES 1) 2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 13-0-0,Exterior(2)13-0-0 to 16-1-12,Interior(1)16-1-12 to 26-10-8 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 5) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) *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. 9) Ceiling dead load(10.0 psf)on member(s).5-6,8-9,6-18,8-18 10) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.15-16 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 109 lb uplift at joint 2 and 109 lb uplift at joint 12. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 TSGE1 Attic Structural Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:15 Page:2 ID:6nHdIzv2BOVXxhSfy4lzjwymxR1-n1MmvWKWJrarBSZyckRkHsOeCj B01Lev52sVXzRQrs 11) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.23-25 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,28,2 except(jt=lb)25=165,20=130,26=189,29=115. 13) 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. 14) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 41 Jerusha Ave Q15413 I M1 I Monopitch 3 1 Stark Truss Company,Inc.,North Kingstown,RII I I Job Reference(optional) 902852 Run:8.42 S Dec I 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:05 Page:1 ID:5TIn8S5umPaPu9vSTK8xPBymxZq-iX4rA3AMNrxh7T3SLVihG7 HzUXCTvxkwaDgZnzRQs3 -0-10-8 1 1 6-10-14 15-0-0 14-1-0 1] 16-10.14 7-2-2 0-10-8 0-11-0 4x6 6 5� ' • 13 1 36 812 4x M ao 40 3x4 d 3 ,- 441111181 ' d 12 2 . I N 0-7-8I 1 �1 / 8 7 3x8 1.5x4 3x6 Scale=1:51.6 6-10-14 14-1-0s-10-14 7-2-2 Plate Offsets(X,Y): [2:0-3-8,Edge],[3:0-1-12,0-1-8],[5:Edge,0-3-8],[7:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI TCLL(roof) 30.0 Plate Grip DOL DEFL in 8-11 d999 3600 PLATES GRIP Snow P 1.15 BC 0.44 Vert(CT 0.071 78 >999 MT20 197/144 ( � 35.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.12 7-8 >999 240 TCDL 15.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.02 2 n/a n/a BCLL 0.0' Code IRC2015/TPI2014 Matrix-MSH BCDL 10.0 Weight 64 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 except end verticals. WEDGE Left:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-10-14 oc bracing. WEBS 1 Row at midpt 5-7,3-7 REACTIONS (lb/size) 2=922/0-5-8,(min.0-1-8),7=944/0-3-8,(min.0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 2=452(LC 11) installed during truss erection,in accordance with Stabilizer Max Uplift 2=-73(LC 14),7-269(LC 14) Installation guide. I Max Gray 2=922(LC 1),7=965(LC 22) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-1002/72,3-12=712/104,3-4=-358/193,4-13=252/252,5-13=-249/286,5-7=-414/241 BOT CHORD 2-8=435/760,7-8=-311/760 WEBS 3-8=0/321,3-7=-855/303 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 15-0-0 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;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 3) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 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) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 73 lb uplift at joint 2 and 269 lb uplift at joint 7. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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' / ,,,.,..,.- `� iv, " 3931 NAME WAYNE MCNEILL S I RF j l i VILLAGE �cf _t. -z - = ' SERVICE NO. �� �7 3/ -j/� METER NO. a c}i`17' J0 )_/ k" AA-13 o -t 5./8" f,ea Io I3 cJ/ t.9 • r^f LLj • TOWN OF YAR;A-1OUTH 14Z. 1 } a . WATER DEPARTMENT 0—ty 99 Buck Island Road Y w,TACHEE 4 Nest Yarmouth, MA 0267 i Telephone: (50U 771-7921 • Fax: (508) 771-7998 BUILDING PERMIT APPLICATION FOR WATER DEPARTMENT SIGN OFF TRANSMITTAL FORM BUILDING SITE LOCATION: 1 ��du t✓ PROPOSED WORK: /1 e F SF• e et APPLICANT: 0,0 vl ADDRESS: ©O 4 ,y,, t L i/A0./ d--- TELPHONE: 7? _C720 RESIDENTIAL AND /OR COMMERCIAL BUILDING Water Department: Determines Compliance of Water Availability and or existing location Engineering Department: Determines Compliance for Parking and Drainage Conservation Commission: Determines Compliance to Wetlands Act; i.e. If lot(s)border any type of wetlands, streams, ponds,rivers, ocean, bogs, boys, marshland, ETC... Health Department: Determines Compliance to State and Town Regulations, i.e. requirements for Septage Disposal and other Public Health Activites Fire Department: Determines Compliance to State and'Town Requirements for Personal Safety, Property Protections, i.e. Smoke Detectors, Sprinkler Systems,etc • 3 Z( (�O7 APPLICANT SIGNATURE DATE OFFICE USE: COMMENTS ON PERMIT APPROVAL OR DENIAL (�-�--�- 3 /2 i 2 RFVIEWEDJBY WATER DIVISION(SIGNATURE) DATE o� � , a- TOWN OF YARMOUTH 1146 ROU 1'E 28 SOUTH YARMOUTH MASSACHUSE u1 S 02664-4451 MATTA M 3 -, 4s,,„„t+$ !dr' Telephone (508) 398-2231,Ext. 1250—Fax (508) 760-4830 Engineering and Surveying Division Building Permit Review Residential and /or Commercial Buildings Name of Applicant: Kevin Fair Telephone or Email Address: 603-759-0720 Proposed Building Location: 41 Jerusha Lane Date Submitted: 3/23/2022 Requirements for review: Please submit one (I) copy of plans, to include: 1. For Residential: Site Plan showing proposed and/or existing buildings, proposed contours with bench mark, water service location, and septic system location. For Commercial: Site Plan showing details required by the Zoning By-law and revisions required by Site Plan review, if any. Note: Site plans must be signed and stamped by a Licensed Professional Land Surveyor and Engineer or Sanitarian. 2. House or Building- Floor Plan(s) and Elevation Plan(s) 3. One(I) copy of application. Amanda Dig atlyeig wGh gmaaCa Lima DN:cn=NnanGa Lsna,u=Engineering Divaion,au=Vermouth DPW, email=alimaQyarmaNh.ma.us,c=US Reviewed By: Lima Date:202203.2809:09:59-04'00 Date: 3/28/2022 PLEASE NOTE Comments/Conditions: Drain roofdrains to dry wells beneath unsuitable soils as noted on septic or replace soils. Retain address of 41; clearly number the building per chapter 71 (attached) 4111, Printed on Recycled Paper Town of Yarmouth,MA Page 1 of 1 Town of Yarmouth, MA Wednesday,May 22, 2019 Chapter 71 . Buildings, Numbering of [HISTORY: Adopted by the Annual Town Meeting of the Town of Yarmouth 4-7-1981 by Art. 16.11]Amendments noted where applicable.] GENERAL REFERENCES Subdivision of land—See Ch. 171. Plot plans—See Ch. 218. [1] Editor's Note: This chapter was derived from Section 11.01 of the Town of Yarmouth Bylaws and was originally adopted 3-10-1964. § 71-1 . Legible number required. Every building in a public place or private way within the Town of Yarmouth shall be provided with a clear and legible street number placed in such manner as to be clearly visible from such ways. § 71-2. Determination of numbers. The Town Engineer shall determine the street numbers to be assigned to all buildings located on public or private ways. § 71-3. Affixing of numbers; time limit. [Amended 4-11-1984 by Art. 35, approved 6-1-1984] All street numbers shall be affixed to the front of the buildings within one year of the effective date of this chapter. All new buildings erected or located in the Town must have street numbers affixed by the date of occupancy. § 71-4. Penalty. [Amended 4-20-1982 by Art. 27, approved 8-10-1982] Any person who fails to comply with the provisions of this chapter or who unlawfully removes, defaces or changes a number affixed to a building under this chapter shall be punished by a fine of not more than$300 for each offense. https://www.ecode360.com/print/YA0698?guid=9083256&children=true 5/22/2019 Job 'Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 M1 Mdnopitch 3 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:05 Page:1 ID:5TIn8S5umPaPu9vSTK8xPBymxZq-fX4rA3AMNrxh7T3SLVihG7 HzUXCTvxkwa0gZnzRQs3 -0-10-8 15-0-0 1 1 6-10-14 6-10-14 I 7-212 1 0-10-8 0-11-0 RECEIVED 4x6 ------ l,__. 6 Lmo 13 2022 5� . 13 BUILDING DEPARTMEN- 3xs Ry: - _ 812 40.781 - , l.17 a 1.5x4 3x6 3x8 14-1-0 Scale=1:51.6 6-10-14 1. 7-2-2 1 Plate Offsets(X,Y):[2:0-3-8,Edge],[3:0-1-12,0-1-8],[5:Edge,0-3-8],[7:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loci Udefl Lid PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) 0.07 8-11 >999 360 MT20 197/144 Snow(Pt) 35.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.12 7-8 >999 240 TCDL 15.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.02 2 n/a n/a BCLL 0.0' Code IRC2015/TP12014 Matrix-MSH BCDL 10.0 Weight:64 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-10-14 oc bracing. WEDGE Left:2x4 SPF No.2 WEBS 1 Row at midpt 5-7,3-7 REACTIONS (lb/size) 2=922/0-5-8,(min.0-1-8),7=944/0-3-8,(min.0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 2=452(LC 11) installed during truss erection,in accordance with Stabilizer Max Uplift 2=-73(LC 14),7=-269(LC 14) Installation guide. Max Gray 2=922(LC 1),7=965(LC 22) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-1002/72,3-12=-712/104,3-4=-358/193,4-13-252/252,5-13-249/286,5-7=-414/241 BOT CHORD 2-8=-435/760,7-8=311/760 WEBS 3-8=0/321,3-7=-855/303 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 15-0-0 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;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 3) This truss has been designed for greater of min roof live load of,12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 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) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 73 lb uplift at joint 2 and 269 lb uplift at joint 7. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard li Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 M2 Monopitch Supported Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:09 Page:2 ID:WP42cY952RfwRheMdpjazlymxYS-yt?VeSFIj?ghSXSoGTKK2bmWilyjc6NmXAbYHtzRary Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 M4 Monopitch Structural Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:10 Page:1 I D:tvxooteZsQaOdg7sPVwk2zymxXr-R4ZtsoGNUJyY4hg?pArZbpJksiJpLatvmgK5gJzRQrx 1-10-86-0-14 i 12-5-0 642 -0 1 2-700 I 0-1 D-8 10 4x4 9 in 4x6 6 8126 o °;' x 'd 5 c c, 44 3 Iv14 4d1I1ii1 . 0-7-8 1 17 16 1914 13 12 3x4 3x6 5x5 2-5-0 Scale=1:49.2 6-0-14 16-4-2 i Plate Offsets(X,Y):[5:0-1-12,0-1-8],[11:0-2-12,0-2-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL - 1.15 TC 0.50 Vert(LL) 0.00 11-12 >999 360 MT20 197/144 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.20 Vert(CT) 0.00 11-12 >999 240 TCDL 15.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 11 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MSH BCDL 10.0 Weight:104 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 9-11 JOINTS 1 Brace at Jt(s):18,19 REACTIONS All bearings 12-5-0. (Ib)-Max Horiz 2=446(LC 11),21=446(LC 11) MiTek recommends that Stabilizers and required cross bracing be Max Uplift All uplift 100(Ib)or less at joint(s)2,13,14,15,16,21 except installed during truss erection,in accordance with Stabilizer 11=-295(LC 11),12—199(LC 20),17—137(LC 14) Installation guide. Max Gray All reactions 250(Ib)or less at joint(s)12,13,14,15,16 except 2=340(LC 23),11=832(LC 20),17=305(LC 22),21=340(LC 23) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3—517/516,3-4=-425/413,4-5=-384/379,5-6=-367/374,6-7=-307/295,7-8=-295/316,8-9=-255/289,9-10=257/0, 9-11=-814/407 BOT CHORD 2-17=-255/258 WEBS 3-17=-250/151 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-5-0,Interior(1)2-5-0 to 15-0-0 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;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 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. 8) *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. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,15,13,14,16,2 except(jt=lb)11=295,12=198,17=137. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 5 Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 T1GE Attic Structural Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:11 Page:1 ID:ZLgR6RhhzMnsJ9EEXMRH7dymxSc-vG7F381-1?Fc4PirFBNuMo70s0z6f 4?53?U4eMIzRQrw 0-10-8 11-0-12 16-1-12 26-10-8 { 1 9-10-4 9-10-4 1 -0-0 1111-4 {1-2-81 131 4 111 4 11-2-81 26-0-0 9-10-4 { 1 0-10-8 0-10-8 6-0-0 l 1 5x5 1 10 4x4 In 4x4 rn� 4x6 8 9 o_11 • 11 12 4x6 7 30 13 812 6 s 1.5x4 8 4 5 0 . ,:4 15 16 o °D eld' o' 4 z : i hi rn t 3 • 17 A37 38 2 All 1 I � 18 0 7 8 1 g ii i 19 • 29 28 27 26 25 24 23 22 21 20 3x4 1.5x4 1.5x4 1.5x4 1.5x4 5x5 1.5x4 1.5x4 1.5x4 3x4 5x5 1.5x4 16-0-0 26-0-0 Scale=1:55 } 10-0-0 10-0-0 1 6-0-0 10-0-0 1 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.01 24-25 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.01 24-25 >999 240 TCDL 15.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.01 18 n/a n/a BCLL 0.0* Code IRC2015/TP12014 Matrix-MSH BCDL 10.0 Weight 169 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SPF No.2*Except*B2:2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):30 OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS All bearings 26-0-0.except 18=0-3-8 installed during truss erection,in accordance with Stabilizer (Ib)-Max Horiz 2=265(LC 13),31=265(LC 13) Installation guide. Max Uplift All uplift 100(Ib)or less at joint(s)2,18,21,22,23,26,27,28, 31 except 20-131(LC 15),29=-138(LC 14) Max Gray All reactions 250(Ib)or less at joint(s)21,22,23,26,27,28 except 2=377(LC 24),18=377(LC 1),20=334(LC 24),24=392 (LC 1),25=407(LC 23),29=342(LC 23),31=377(LC 24) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-37=-360/154,3-37-277/170,3-4=-333/147,4-5=-315/171,5-6=-293/215,7-8=-262/244,8-9=-307/210,9-10-304/67, 10-11=304/68,11-12=-307/195,12-13=262/201,15-16=-255/105,16-17=-262/58,18-38=-274/47 WEBS 12-24-279/0,8-25-294/54,3-29-281/157,17-20-274/151 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 13-0-0,Exterior(2)13-0-0 to 16-1-12,Interior(1)16-1-12 to 26-10-8 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 3) 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. 4) TCLL:ASCE 7-10;Pr--30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) *This truss has been designed for a live load of 20.0psf 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. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,26,27,28,23,22,21,18,2 except(jt=lb)29=138, 20=130. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 T3 Attic 10 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:13 Page:1 ID:DCSgm9FY8UaKgE14E0G4 JymxRu-rfE?UgIGnEK7x9PZVJOGCRxD5wIUYrNLSnZIRezRQru 0-10-8 5-5-3 4-5014 12-11-1 3-1-6 0 2-0-615-0- 2-0-6 23-1-6 2 24-8-9 4 6 13 1. 30-0-0 5-3-7 1 0-10-8 } 10-0-0 5x5 7 5x8 4x4 113 4x4 5x8 5 6 � ha 6 9 4x4 10 16 4.4. 4x4 812 4 1.5x4 10 f o °d? 2x4 � 2x4 3 , r 1 11 23 r 24 Ablij I 2 B2 12 078I 1 t� 11111 M tt� a 9-5-8 :s _ I 15 14 ._. 5x5 5x5 5x5 4x10 4x10 6x6 5x8 MT18HS 5x8 9-10-4 16-0-0 -12 Scale=1:57.9 1 9-10-4 6 1-2 4-1-1211 I 30-0-0 9-10-4 1 Plate Offsets(X,Y): [2:Edge,0-2-8],[4:0-2-0,0-0-8],[6:0-2-11,0-2-0],[7:0-2-8,0-1-8],[8:0-2-11,0-2-0],[10:0-2-0,0-0-8],[12:0-0-3,0-0-6],[13:0-2-4,0-2-0],[15:0-2-4,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(a) -0.29 13-22 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.44 13-22 >813 240 MT18HS 244/190 TCDL 15.0 Rep Stress lncr YES WB 0.50 Horz(CT) 0.04 12 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MSH Attic -0.19 13-15 >647 360 BCDL 10.0 Weight:222 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. BOT CHORD 2x6 SP 2400F 2.0E*Except*B2:2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):16 REACTIONS (lb/size) 2=2043/0-5-8,(min.0-1-12),12=1953/0-5-8,(min.0-1-11) This truss requires both edges of the bottom chord be sheathed in Max Horiz 2=298(LC 11) the room area. Max Uplift 2=-138(LC 14),12=-114(LC 15) MiTek recommends that Stabilizers and required cross bracing be Max Gray 2=2144(LC 23),12=2064(LC 24) installed during truss erection,in accordance with Stabilizer Installation guide. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-3193/143,3-23=3022/171,3-4=-2795/143,4-5=-2038/193,5-6=-1896/204,6-7=-74/633,7-8=77/634, 8-9=-1896/203,9-10=-2038/192,10-11=-2793/142,11-24=3047/183,12-24=3212/165 BOT CHORD 2-15=241/2834,14-15=0/2145,13-14=0/2145,12-13=-68/2644 WEBS 10-13=0/982,4-15=0/1002,6-16=-2853/285,8-16=2853/285,7-16=0/251,11-13=-887/331,3-15=-875/324 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111 mph;TCDL=6.opsf;BCDL=6.opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 15-0-0,Exterior(2)15-0-0 to 18-0-0,Interior(1)18-0-0 to 30-0-0 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 3) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf 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. 8) Ceiling dead load(10.0 psf)on member(s).4-6,8-10,6-16,8-16 9) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.13-15 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 138 lb uplift at joint 2 and 114 lb uplift at joint 12. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 T5 Attic 1 2 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:14 Page:1 ID:1v?_iBAhbDoz4xVOwxAX3Wymdg8.lroOhAJuYXS ZJ_m20vVIfTINzJhhHOOVhRIJz4zROrt 1-10-8 5-1-15 5-1-15 9-10-4 48 5 1-4 �1-2-8 13-0-0 -11-4 1 3 0 0 114 1-11-4 T1 2-8 20-10-1 i. 52-10 5 26-10 8 0-10-8 0ll 10-8 } 6-0-0 1 5x5 7 2x4 4x4 4x4 2x4 R, 812 5 6 _�d•�•.v45 Alli 8 9 18 dli 1.5x4 " 4x6 q 10 0 3x441' A 3x4 or d) 3 c 2AI1 'NI 1 irs ® 13 17 16 15 14 c. 2x4 8x8 8x8 2x4 3x4 3x4 9-8-8 16-3-8 Scale=1:52.6 5-1-15 1 4-6-9 6-7-0 I 20-10-1 4-6 8 1 5-1--1-5 I Plate Offsets(X,Y): [3:0-1-12,0-1-8],[6:0-2-11,0-2-0],[8:0-2-11,0-2-0],[11:0-1-12,0-1-8],[15:0-3-8,0-4-8],[16:0-3-8,0-4-8] Loading (psf) Spacing 2-0-0 CSI DEFL in floc) 1/defl Lid PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.05 16-17 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.07 15-16 >999 240 TCDL 15.0 Rep Stress Ina' YES WB 0.09 Horz(CT) 0.02 12 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MSH Attic -0.04 15-16 >999 360 BCDL 10.0 Weight:353 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 SP 2400F 2.0E*Except*B2:2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):18 REACTIONS (lb/size) 2=1831/0-3-8,(min.0-1-8),12=1831/0-3-8,(min.0-1-8) Max Horiz 2=265(LC 13) Max Uplift 2=109(LC 14),12-109(LC 15) Max Gray 2=1848(LC 23),12=1848(LC 24) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-25=-2684/115,3-25=-2495/139,3-4=-2299/122,4-5=-2144/142,5-6=-1671/162,8-9-1671/162,9-10=-2144/142, 10-11-2299/122,11-26=-2494/141,12-26=2685/116 BOT CHORD 2-17=-182/2330,16-17=182/2330,15-16=0/1830,14-15=-4/2133,12-14=4/2133 WEBS 9-15=0/712,5-16=0/712,6-18=-1826/212,8-18-1826/212,3-16=-664/272,11-15=-664/274 NOTES 1) 2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 13-0-0,Exterior(2)13-0-0 to 16-1-12,Interior(1)16-1-12 to 26-10-8 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 5) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) *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. 9) Ceiling dead load(10.0 psf)on member(s).5-6,8-9,6-18,8-18 10) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.15-16 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 109 lb uplift at joint 2 and 109 lb uplift at joint 12. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 TSGE1 Attic Structural Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:15 Page:2 ID:6nHdlzv2BOVXxfSfy4lzjwymxR1-n1 MmvWKWJrarBSZyckRkHsOeCj_BOILev52sVXzRQrs 11) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.23-25 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,28,2 except(jt=lb)25=165,20=130,26=189,29=115. 13) 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. 14) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 TSGE2 Attic Structural Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:16 Page:2 ID:TH7NUIN WTNQ?6gx8kmx6o8ymxQQ_FEw86sL849iioc88ARyzg4Zoj7191Dro81nP1zzRQrr 14) Attic room checked for U360 deflection. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 TSGE2 Attic Structural Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:16 Page:1 ID:TH7NUINW?NQ?6gx8kmx6o8ymx0Q-FEw86sL849iioc88ARyzg4Zoj7191Dro8InP1 zzRQrr -0-10-8 12-11-101 1 _ -4-101 28 3-0 0.1 5-10-14 5-10-14 11-1-2 5-2-4 1-10-8 3-3-60 3-3-60-8 6 1-10-4 6-10-6- 1 10-0-0 1 5x5 1 11 4x4 4x6Ail ■ 4x4 91030 11 3112 ® 3 ie 8112 7 8 12.54 13 o co Illol 5 r 5x5 4llil R'� i 14 2 �3!I rr!� l � ® ® `gym ® -/ 1110-5-1- 0-7-Tr1 q 15 "':'- 17 22' 21 20 19 18 4x6 4x6 5x6 4x6 4x6 5x10 5x6 1.5x4 4x10 1 0-0 -4-10 2 Scale=1:59.5 1 11-1-2 11-1-2 4-10.0 14 1 5-4-10 1 6-81-0-6 Plate Offsets(X,Y): [2:0-6-0,0-0-5],[10:0-2-11,0-2-0],[12:0-2-11,0-2-0],[14:Edge,0-1-12],[16:0-2-4,0-2-0],[18:0-2-8,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/delf L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.25 18-19 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.41 18-19 >749 240 TCDL 15.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.02 15 n/a n/a BCLL 0.0' Code IRC2015/TP12014 Matrix-MSH Attic -0.16 16-18 >753 360 BCDL 10.0 Weight 245 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x6 SP 2400F 2.0E*Except'B2:2x8 SP 2400F 2.0E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except OTHERS 2x4 SPF No.2 6-0-0 oc bracing:15-16. REACTIONS All bearings 2-11-8.except 15=0-5-8 JOINTS 1 Brace at Jt(s):23,25 (Ib)-Max Horiz 2=370(LC 13),27=370(LC 13) This truss requires both edges of the bottom chord be sheathed in Max Uplift All uplift 100(Ib)or less at joint(s)15 except 2=-188(LC 10), the room area. 22=-352(LC 14),27=-188(LC 10) MiTek recommends that Stabilizers and required cross bracing be Max Gray All reactions 250(Ib)or less at joint(s)except 2=880(LC 24), installed during truss erection,in accordance with Stabilizer 15=1911(LC 24),22=1644(LC 23),27=880(LC 24) Installation guide. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1970/114,3-4=-2185/119,4-5=-2136/138,5-6=-2000/122,6-7=-2022/182,7-8=-1989/192,8-9=-1556/179, 9-10=-1477/184,10-30=-337/6,11-31=-391/50,12-31=-425/31,12-13=-1586/180,13-32=-1836/109,14-32=1942/82, 14-15=-1940/109 BOT CHORD 2-22=-115/1691,21-22=115/1691,20-21=-115/1691,19-20=-115/1691,18-19=-115/1691,17-18=25/1573, 16-17=-25/1573 WEBS 18-24=-306/179,8-18=-53/718,13-16=-194/314,10-23=-1479/231,12-23=-1479/231,14-16=0/1708,3-22=-785/219 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-3-0,Interior(1)2-3-0 to 16-3-0,Exterior(2)16-3-0 to 19-3-0,Interior(1)19-3-0 to 28-1-4 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 3) 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. 4) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) *This truss has been designed for a live load of 20.0psf 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. 10) Ceiling dead load(10.0 psf)on member(s).8-10,12-13,10-23,12-23 11) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.16-18 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except(jt=lb)2=187,22=351,2=187. 13) 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. Continued on page 2 Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 TSGE1 . Attic Structural Gable 1 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:15 Page:1 ID:6nHdIzv2BOVXxhSfy4lzjwymxR1-n1 MmvWKWJrarBSZyckRkHsOeCLB01Lev52sVXzRQrs -0-10-8 12-11-10 11-1-2 5-10-14 i 5-2-4 {1-10-8 I 3-3-6 I 3-3-6-6-6 -3-6 111 0-41 6-10-62 -3-0 8 0-10-8 10-0-0 1 j 5x5 12 4x4 4x4 a 4x6 11 13 10 42 •, A4 43 9 11 14 8 31 30 35 3 15 8r2 7 1.5x4 16 o co u, 6 17 44 0 . 5 rb 18 ht. 5$-8 4x6 4 9 19 . 5T11 3 ae 2 ,U2 M r� �/9P10 0-7-8I 1 n ¢ S - sx . B L J .. ... '•':❖:❖:❖:•'•'• •� •�• ® 23 6 Ra o ]20 p-5-81 s❖.•e.❖.•._•...o_•._•._•._•._•._..o._❖._•._•._❖.❖._•._•._•._•._•.•o.❖. o❖.❖.e❖.❖.❖.❖.•.. ••29.••••28••.•••27••.••26••• 25•..•.•q •..•.•...4x6••24 4x6 4x6 4x10 22 21 3x4 3x4 1.5x4 5x6 1.5x4 4x10 11-1-2 Scale=1:60.4 1 11-1-2 41-81014 1 -4-10 5-4-10 1 6-10-62 -3-0 8 Plate Offsets(X,Y): [10:0-2-11,0-2-0],[14:0-2-11,0-2-0],[19:Edge,0-1-12],[23:0-3-0,0-2-0],[25:0-1-8,0-1-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.07 23-25 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.12 23-25 >999 240 TCDL 15.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.02 20 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MSH Attic -0.05 23-25 >999 360 BCDL 10.0 Weight 264 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD . Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x6 SP 2400F 2.0E*Except*B2:2x8 SP 2400F 2.0E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):30,33,37,38 This truss requires both edges of the bottom chord be sheathed in REACTIONS All bearings 16-8-8.except 20=0-5-8 (Ib)-Max Horiz 2=370(LC 13),39=370(LC 13) the room area. Max Uplift All uplift 100(Ib)or less at joint(s)2,28,39 except 20=-131(LC MiTek recommends that Stabilizers and required cross bracing be 15),25=-166(LC 11),26=-189(LC 21),29=-116(LC 14) installed during truss erection,in accordance with Stabilizer Max Gray All reactions 250(Ib)or less at joint(s)26,29 except 2=1049 Installation guide. (LC 24),20=1741(LC 24),25=699(LC 33),27=365(LC 24), 28=408(LC 1),39=1049(LC 24) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1503/121,3-4=-1444/157,4-5=-1555/198,5-6=-1644/218,6-7=-1761/296,7-8=-1658/308,8-9=-1409/244, 9-10=-1330/249,10-42=-489/24,11-42=-455/33,11-12=-356/56,12-13=-354/82,13-43=-451/57,14-43=-485/47, 14-15=-1358/217,15-16=-1473/177,16-17=-1601/158,17-44=-1490/92,18-44=-1537/88,18-19=-1575/47, 19-20=-1563/77 BOT CHORD 2-29=-70/1041,28-29=-69/1041,27-28=-69/1041,26-27=-69/1041,25-26=-69/1041,24-25=-35/1158,23-24=-33/1163 WEBS 33-34=-6/264,25-32=-8/250,8-25=-246/443,15-23=152/309,10-31=-1154/305,30-31=-1151/304,30-35=-1151/304, 14-35=1153/305,23-36=0/1256,36-37=0/1223,37-38=0/1211,19-38=0/1247,6-33=-421/120,26-33=-384/124, 4-28=-382/67,17-37=-281/94,22-37=-312/94 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-3-0,Interior(1)2-3-0 to 16-3-0,Exterior(2)16-3-0 to 19-3-0,Interior(1)19-3-0 to 28-1-4 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 3) 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. 4) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) *This truss has been designed for a live load of 20.0psf 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. 10) Ceiling dead load(10.0 psf)on member(s).8-10,14-15,10-31,30-31,30-35,14-35 Continued on page 2 Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 T4 Attic 3 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:14 Page:1 I D:IHQt7dRaN Pb31hz9A0YgehymxRe-rtE?UgIGnEK7x9PZVJOGCRxDjwJfYrN LSnZIReznru 0-10-8 _ 9-10-4 5-4-4 4-6-0 12-11-10 3 16 2-0 60� 2 -66 23-1-6 2 24-8-9 4-6-13 1 9 3-7 1 0-10-8 1 10-0-0 1 5x5 7 4x10 4x10 4x4 El 4x4 M,6Agili g 5 !j . 9 2x4 0 16 111102x4.0 2x4 $1 4 1.5x4 10 o °D n 0 4x4 3 '23 � 24 '/ 2 N. 12 0-7-8 r 1 ram. rli [ Q ® Isl 14 0581 • •• 1514 3x8 4x10 4x6 4x6 5x6 4x6 4x10 4x8 16-0-0 9-10-4 1 6-1-12 4-1112 I 9-10-4 1 Scale=1:57.430-0-0 Plate Offsets(X,Y):[2:0-8-0,0-1-1],[6:0-2-11,0-2-0],[7:0-2-8,0-1-8],[8:0-2-11,0-2-0],[12:0-8-0,0-1-5],[13:0-2-4,0-2-0],[15:0-2-4,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.29 13-22 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.42 13-22 >851 240 TCDL 15.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.04 12 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MSH Attic -0.19 13-15 >647 360 BCDL 10.0 Weight:222 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins. BOT CHORD 2x6 SP 2400F 2.0E*Except*B2:2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):16 REACTIONS (lb/size) 2=1940/0-5-8,(min.0-1-11),12=1850/0-3-8,(min.0-1-10) This truss requires both edges of the bottom chord be sheathed in Max Horiz 2=298(LC 11) the room area. Max Uplift 2=-199(LC 14),12=-176(LC 15) MiTek recommends that Stabilizers and required cross bracing be Max Gray 2=2042(LC 23),12=1961(LC 24) installed during truss erection,in accordance with Stabilizer I Installation guide. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=-3016/255,3-23=-2848/282,3-4=-2615/250,4-5=-1893/274,5-6=-1764/282,6-7=-87/617,7-8=-88/618, 8-9-1764/281,9-10=-1892/273,10-11=-2614/249,11-24=2863/293,12-24=3029/276 BOT CHORD 2-15=-336/2690,14-15=70/2004,13-14=-70/2004,12-13=-159/2492 WEBS 10-13=-6/924,4-15=-5/930,6-16=2679/391,8-16=-2679/391,11-13=-872/340,3-15=-861/334 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 15-0-0,Exterior(2)15-0-0 to 18-0-0,Interior(1)18-0-0 to 30-0-0 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 3) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf 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) Ceiling dead load(5.0 psf)on member(s).4-6,8-10,6-16,8-16 8) Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.13-15 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 199 lb uplift at joint 2 and 176 lb uplift at joint 12. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Attic room checked for U360 deflection. . LOAD CASE(S) Standard n. Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 T2 Attic 7 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:12 Page:1 ID:_Ct?IGwEGVIOjEm4iZozxrymxSI-NShdHUHdOwCGK?gNxbt1 gEO4M WtnpLACD7pCuCzRQry -0-10-8 12-11-10 1 11-1-2 16-3- 19-6 2 -4-10 5-10-14 5-2-4 {1-10-8 1 3-3-6 0 3-3-66 f 1'0-4 1 28-3-0 6-10-6 0-10-8 1 10-0-0 I 5x5 1 7 4x4 E! 4x6 � 4x4 20 i P1 8 2x4 56 ,n1 c $ 2x4 15 g 81r2 1.5x4 o co 10 ao, 4Ii cb 078i 1 L $ C! > s 11 5-81 14 13 .=. 5x6 5x6 5x6 5x6 5x6 4x16 3x4 6x6 4x10 11-1-2 16-0-0 Scale=1:57.8 } 11-1-2 1 -110 14 1 51-4-10 -4-10 f 28-3-0 6-10-6 Plate Offsets(X,Y): [2:0-0-3,0-0-10],[6:0-2-11,0-2-0],[8:0-2-11,0-2-0],[10:0-2-4,0-1-12],[12:0-4-12,0-1-12],[14:0-2-8,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.39 14-18 >860 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.69 14-18 >492 240 TCDL 15.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.02 11 n/a n/a BCLL 0.0* Code IRC2015/fP12014 Matrix-MSH Attic -0.26 12-14 >479 360 BCDL 10.0 Weight:225 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc puffins, BOT CHORD 2x6 SP 2400F 2.0E*Except*B2:2x8 SP 2400F 2.0E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=1905/0-5-8,(min.0-1-10),11=1863/0-5-8,(min.0-1-10) JOINTS 1 Brace at Jt(s):15 Max Horiz 2=370(LC 13) This truss requires both edges of the bottom chord be sheathed in Max Uplift 2=-148(LC 14),11=-63(LC 15) the room area. Max Gray 2=1982(LC 23),11=1996(LC 24) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-19=-2803/151,3-19=2615/179,3-4=-2325/141,4-5=-1647/184,5-6=-1568/189,6-20=-284/10,7-21=-394/49, 8-21=-428/30,8-9=1797/210,9-22=-1979/157,10-22=-2179/128,10-11=-2155/122 BOT CHORD 2-14=-274/2547,13-14=-36/1786,12-13=-36/1786 WEBS 3-14=-942/341,4-14=0/781,9-12=179/343,6-15=-1646/241,8-15=-1646/241,10-12=-43/1967 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 16-3-0,Exterior(2)16-3-0 to 19-3-0,Interior(1)19-3-0 to 28-1-4 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 3) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.0psf 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) Ceiling dead load(10.0 psf)on member(s).4-6,8-9,6-15,8-15 8) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.12-14 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 lb uplift at joint 2 and 63 lb uplift at joint 11. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave ` Q15413 T1 Attic 11 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:10 Page:1 ID:7LFTM5onQ7?bBJF0beiojymxV2-R4ZtsoGNUJyY4hg?pArZbpJomi64LW vmgKSgJzRQrx Q-1 5-1-15 9-10-4 4-8-5 11-4 11-0-1 6-1-1? 11311-4 11 1 4 11 2-8 20-10-14-8-5 1 5-1-150 26-10 8 011-10-811 0-10-8 1 6-0-0 I 5x5 . 7 2x4 4x4 p y 4x4 2x4 6 11 . 8 5x6 16 5x6 12 § 8 r- 40 I 1.5x4 AA10 o aD 2x4 6 t 2x4 c. 3 III, 1 11 hiii23 NI I Adigliki 24 2 07- 1H, 12 .siaMINIIIMIliel 13 • 15 14 5x5 5x8 5x8 5x5 10-0-0 1 16-0-0 26 o 0 Scale=1.52.6 10-0 0 1 6-0-0 10-0-0 Plate Offsets(X,Y): [2:0-0-8,Edge],[6:0-2-11,0-2-0],[8:0-2-11,0-2-0],[12:0-0-8,Edge],[14:0-2-12,Edge],[15:0-2-12,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) . -0.19 15-19 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.76 Vert(CT) -0.33 15-19 >951 240 TCDL 15.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.07 12 n/a n/a BCLL 0.0" Code IRC2015/TPI2014 Matrix-MSH Attic -0.13 14-15 >558 360 BCDL 10.0 Weight:147 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SPF No.2*Except*B2:2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):16 REACTIONS (lb/size) 2=1740/0-3-8,(min.0-2-12),12=1740/0-3-8,(min.0-2-12) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 2=-265(LC 12) installed during truss erection,in accordance with Stabilizer Max Uplift 2=-146(LC 14),12=-146(LC 15) Installation guide. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-2476/173,3-23=2323/201,3-4=-2095/154,4-5=-1949/169,5-6=-1571/203,8-9=-1571/204,9-10=-1949/169, 10-11=-2095/154,11-24=-2323/202,12-24=-2477/174 BOT CHORD 2-15=-239/2153,14-15=0/1712,12-14=62/1956 WEBS 9-14=-38/665,5-15=-37/664,6-16=1721/249,8-16=-1721/249,11-14=-570/298,3-15=-570/296 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=l4omph(3-second gust)Vasd=111mph;TCDL=6.opsf;BCDL=6.opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 13-0-0,Exterior(2)13-0-0 to 16-1-12,Interior(1)16-1-12 to 26-10-8 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 3) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf 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) Ceiling dead load(10.0 psf)on member(s).5-6,8-9,6-16,8-16 8) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.14-15 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 146 lb uplift at joint 2 and 146 lb uplift at joint 12. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave Q15413 M3 Monopitch 3 1 Job Reference(optional) Stark Truss Company,Inc.,North Kingstown,RI 02852 Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:09 Page:1 I D:ZxrbwcJ BXxrs2wHvW8TA7,ymxZY-yt?VeSFIj?ghSX5oGTKK2bmZ_IxYc_ZmXAbY HtzRQry -0-10-8 1 1 6-0-14 6-0-14 i 12-5-0 642 2 00 } 0-10-8 6 3x4 5 2 4x6 81r2 4 o w 3x4 0 3 ' co y o 12 2 0-7-8' 1 N' �r 7 \ • s _; 3x4 1.5x4 5x5 Scale=1.49.2 6-0-14 i 12-5-0 6-4-2 } Plate Offsets(X,Y): [3:0-1-12,0-1-81[5:Edge,0-3-8],[7:0-2-8,0-2-41 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.04 7-8 >999 360 MT20 244/190 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.08 7-8 >999 240 TCDL 15.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.01 7 n/a n/a BCLL 0.0* Code • IRC2015/TPI2014 Matrix-MSH BCDL 10.0 Weight:81 lb FT=20% LUMBER BRACING TOP CHORD 2x6 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=797/0-5-8,(min.0-1-8),7=1036/0-3-8,(min.0-1-10) WEBS 1 Row at midpt 5-7 Max Horiz 2=446(LC 11) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 2=-25(LC 14),7=-325(LC 14) installed during truss erection,in accordance with Stabilizer Max Gray 2=797(LC 1),7=1040(LC 22) Installation guide. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-849/0,3-12=-733/20,3-4=-318/247,4-5=-294/339,5-6=-257/0,5-7=-659/304 BOT CHORD 2-8=-327/641,7-8=-258/641 WEBS 3-8=0/274,3-7=-714/242 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Exterior(2)-0-10-8 to 2-1-8,Interior(1)2-1-8 to 15-0-0 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;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 3) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 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) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 lb uplift at joint 2 and 325 lb uplift at joint 7. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Jerusha Ave ' Q15413 M2 Monopitch Supported Gable 1 1 Job Reference(optional) Run:8.42 S Dec 30 2020 Print:8.530 S Jan 25 2022 MiTek Industries,Inc.Tue Apr 12 15:46:09 Page:1 Stark Truss Company,Inc.,North Kingstown,RI 02852 ID:WP42cY952RfwRheMdpjazlymxYS-yt?VeSFIj?ghSX5oGTKK2bmWf Iyjc6NmXAbYHtzRQry 0-10 115-a0 14-1-00-10-8 14-1-0 0-11-0 4x6 11 10., 0/1 3x6 9 Y 8 7 81r 6 I M aD d 5 d 4 3 2 igf:l►�1�11 11 18 17 16 15 14 13 3x6 4x6 Scale=1:50.5 k 14-1-0 Plate Offsets(X,Y): [10:Edge,0-3-8],[12:0-3-0,0-0-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.67 Vert(a) n/a - n/a 999 MT20 197/144 Snow(Pf) 35.0 Lumber DOL 1.15 BC 0.32 Vert(CT) n/a n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 12 n/a n/a BCLL 0.0* Code IRC2015/TPI2014 Matrix-MSH BCDL 10.0 Weight:82 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 10-12,9-13 WEDGE Left:2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be REACTIONS All bearings 14-1-0. installed during truss erection,in accordance with Stabilizer I(Ib)-Max Horiz 2=452(LC 11),19=452(LC 11) Installation guide. Max Uplift All uplift 100(Ib)or less at joint(s)13,14,15,16,17 except 2=104(LC 10),12=-132(LC 11),18=-164(LC 14),19=-104 (LC 10) Max Gray All reactions 250(Ib)or less at joint(s)13,14,15,16,17 except 2=328(LC 23),12=270(LC 20),18=289(LC 22),19=328(LC 23) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-648/627,3-4=552/541,4-5=-489/490,5-6=-418/432,6-7=-347/373,7-8-285/296,8-9=-273/326,10-12=-256/148 BOT CHORD 2-18=-358/375 WEBS 9-13=-268/181 NOTES 1) Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)exterior zone and C-C Corner(3)-0-10-8 to 2-1-0,Exterior(2)2-1-0 to 15-0-0 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 perANSI/TPI 1. 3) TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=35.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B; Partially Exp.;Ct=1.10 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) *This truss has been designed for a live load of 20.0psf 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. 10) 2=104e mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,14,15,16,17 except(jt=1b)2=104,12=131,18=163, 104. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard