Loading...
HomeMy WebLinkAbout0010 NOTTINGHAM DRIVE �,) w - N__ I .1 - I -_ _., /,�,Zz,,-�- , A'(A 11 �-, _T,_� - - , ­ � „ ¢ l J i t I at E, `i Y ,! { =_� � "=,/( !F r - !1� 3 - r / , t i1 �,- + 'a # r` �,'ed �' a iC ,�V, il. �! t f �5 "jp F c'.� t +1 m n: - sr, ., , „ :. .. !. c„ ,'. .v, ., , NU vis , 11 ,. w i, ..:.,, , ", ,.'�� %e ,...i ,�",c 1° t�, r `f _ e '14 2,':.. �� d l' �r t .'1' .. 3 1 �4 r . 11 to t. ., t,a r F, 'i ¢ .0 c r-.. :.. .. �,...:.: y, i..... fit:, , n�' f,-,.1 :..3 �,:..,: ,.._, ,. a n ..,.� '4a �i , , ,.v. ,,. .e ,.... „..,,:.� .,...� , ,. ,',.� ,1ot , _..en x ,..,.... ,. .._, , ....,. :,. ,., .. x , s.. . .. ._. nc F.... xr.. 9. , ..,�.. ,., , �..� .d.. ...._.... XTIMS l o: .. .,.,,. t r�n t+ ..8, i ,7 �-�• , u. r, + ., r , ,G t f AMA 7 ra% I %: a y '{", , ,, u:. .. ., �. r J. .. :+ �dy,i,,, U:;, .....n.. r ,fA n .v:. ..,y', .i r., , ,:- ..: , .... .j,(.. .y :,,: plot: a 1 A. { f , .M L' i. 1 P ,/ �. r�}' a 3 �i a, ?i � �. 1 9. `. f y� +` _� 9. �' s, �: n 1 ) ,t k h1 ov d S r , .. �f .:,,i f. 'i 4 i ..-., ,. { ,-,., , < r 1...gi n n ...Mn"i '. .. .d i' -"" ti p An1. )9.'' i r it, .o- e.1 x .,... ! ., s , ,.. ...s .9. ,,. ..<. e.,., ., e ,.d ., Il h. ,'•; 'w. -.f., 1. „ -. 1 .,1 , d. ...I,., nF.. .. ._. 1 b. 4 :5';,,. 4t ,.. f ,.,. 3 .k .,: �.. F.,,,v.,, ,,,v, t P, �., �: S, F. 1., „ 1 , d.,,_-,. ., 4 , , ,.r„ .,In d.xi y r< `,s., , e ,1'' h }. !�I MISM..a .. r. ..., -i ik "t^� dy i 11, . , ..11-. <.�. .r.,. ,a,. �.. �. t. ......,4 r f. 11 r y _t i r,.....,,.. ... ,.,, .,.,.1 R ::. , l, 1 A y, ,v., i sf. ! } �.e � p 1�. .. 4..... � .�.,..... ,..� .. �) .. , i,.: ,:,,: .. ,n.� r,a '"fM,. {. a., .. :.. i.., Ri{ .1,. ,,a ,i. d } ... 1- .. e .. . ..,d.. , _. ,e. e , ,1I.,. ..,.t ' r. a. t L, ,...ir.... .i .fi.. l . 1p. ,Y, .'.. ,, t. ! h,-.F S> , ,, 1 A 1.,, u. ,..,r a ,. , ,! n. r :. .i ... i.- I .1,.: , ; s .S, i E F .r k �., <, ,... „, 6. , t,.. .t,.,., .. �! M a. . ,,..... �.. a. !. .,r , , p, .d at .,. 1 _o .:s $,.. . J.. ., �, p t MEMIN , .,.. ., ._., , , ...{ . . {,... . ,.1. .,. .. ,� *..i aS, ,.. ,,. r .,:< o-k -)e s. r .� ,. ...� r;:.:, ..,. ..., , .:, , . . ... ,.,..E n,,. x. - .z:... ,, , _ _ ,.s 7 .R �, is ., r' b{. .,..:`c .'.", 1t z. Y+ ,a. f .:., r.. :.q.>„ a, .,..... P .j .., i, t d. , -e. ....., J- S v ,,., a F� x �.yr. ,. A...t ,,v a 1. . J, , 'f.8 . , ,.,r k. �. , .- ,S e ,..,. J* S '� r. ,,j.. l ¢ i, ...�.,.�- .,. , . ., a..,, ,. , .i P: , .. -,. ,. 7.,. .S , 1a;, 1,. t, t. v e F .f o. 4 S ,.. a, Lx { :.r -,...1 x .,, .41. .at a,_,. „�,. �.. , 4.:.,.., , „.sm,:... . ,... r: , ,. F .. r a.,, <,.. .. .- 1 ,, >., , s. t. ,,1 w 1 :,.. ,. i. . ... _. ,,. ,nr ,[ .. «. i.,,t...i ,�, .,,, �... ,,. p( „ ...i , See... ...r- ,1 +. ��h,n �+'� t t. .L ..� ..., .{. .. .......... .. ..,.:,..i,. s ,t,. 1 4, •,t...,�... Ai , 5. 4..� „�� e �....x�.t Yi ,.rt A.. t? t ., .. ., ,.. _ ., , ,.. <:�. �.:<. .s}. <.. , .:k , y� ...can ,.,; .[. . f .., F.. , , 1y. ..--.,.., 1. , .:. .,,t,... , .a: ,.., ! , ...} A,. n e.t:, s ei ,, t P�?. ,«,,.,. ..,,...: . 1. J. .,,.: ,.. t +tQ." .,...i . , .'�. v,..s' It '.,':' ..1 x. er. .,. .,. _, ...,... , f . ,,... DOWN,.e ,.. , .. F 5r �t r , ., ., . 5,, .. aa. e. k ISM, d. ,,. ,-, /", ,.... R 7d M � s ,. ....., a ,.lx:. ..,. ,., F#.e ,, ,,,,,,, ,,,,, ,, ,e}�...:c ,,,�,. S -.,. ,., , ., ,. _-,., . 1 a. , _w- , ., . ,a.. ,. ,., F. ..:,7 Yw _r. r. ff . .,. ! . :.. ,., ..... 4 ,;, , � g-n. ,. ,... .. 4.. .v..,, <f4 ,,.r .fro. 7 !y Y .M. ,ia ,_ , ..., .� {, r ... 5 .,,..rr ,,, ,., 3. .. 0..�: . `fh ;:. t -..+, , ._ � ... .,n ,. � .rya, :, -_.a. ... , ... ._ ..Y..,rv.., �,..,..., ,.,- :,:: ..a-. R,� +., .A }♦ q 1,t ,t. c� r t 6 �, 1 �, ,a dl., ar 1 � .,-. r:. „N n ...fit ...., .. v'...->, ...{,. ._. ,. .. ,. ,.,....;; ,;1' 1- , p`x.r 'a �..C'-. ...n ...a:. ., t --s ,. �s 6 t, ,,r .,. 1 {. J t 1;, " u a a ., 1 r, ,.a ..,o .. i,.. a �:. `, n .,,. r, 7 < e �. ,...,- .....,.,.,F ,- .�,.; i ,i, a y� [ z, c .,,: 1: ,'' ,a ,.e.. ,h�. , ..,,.,•. �,.. .., �7 k. ,. .,... 0 .�:. .. :.siM?,.,e .: :?�,. ,.... r .1v.. ,1, .. ,,. s .x �,t,. Yxr +:r-- ` >,1.�+.�,�..,. .: 7,., ,�.'� ,, .', -"ov,in v .�: ��,, ..-. „c r , _. -1., .: ,.,A 3' afe�s .,..a ,,.""r k..,.:, s.,, t . ,...,e .. .,w., .! ,P,:.,a .r*r p „ �� 1 a fix.:,,. t, r ie,e. 3 a..w _, ,.,,. .„E � . w +,...,,. Rom. -..- ,.t.,, -,F .,.t.,�f n. 'xi e_, ,-.. „..c,, $ 5 $ a.,,, y� 'i7G 1 4"4n ,.,-. ,. ,..x,. . ,.- , .. ,,,. k .,. ., , .1,. .t i t ,v ... 3,,. l.,.fi ...I,. 2.. ,h?, r „,,,. ,.. „,.: , ;t!. t F i } i .. „s_. , .., .A,. ,:r ., .. ,C ,F� t t, "2,�f +C...t?.,.. �. ... F ., ._. .;- y.,._1n. h .. ,. .£fie ., ,. ..., .,. .::. _ cx-: ....,, ,. ., ,,. , F..,. k , E ,.� �.; .., . .., . ,,ya ,. ,. .M .,.,,,: ,... ,,,r, ,. 1 �,., ,. .. ,.,� :.t,. , „.. r .; ., a. { '1..4 „ ,.. ..R.k ,n�, { ,, .,, .. ...v e , t., 't, .. t. ,. ,...:. } a ...,e .. s,.., ,. ., ..! ,,:, .,.,... ,,,,. ., .�-. � .,.:�. , .;.a r'a rr. o•, r, �R 2t' r.._ '.9..h , ,..., ,. ,-k:: .1 , ' ,,. ..-,! ,.. , 1� .,.. + 1. ,., z: ..a., .p. X , a, a r' ,t e .,. r, ,. ,:, :, .a. �, .. ..r ... a .:b ., ..r, i } _...,... , ..a,. :.�' l ,""e ,.,... yn .. _ . ..i, a, iro. , 't......,a, k� ,...{'/�,. R e:,. l .:.E.,i, i e.. t.. -., . i. .1 .w.�r, F ..�'. �{ �t.}.. ix' t,. d: J h , A 441, t , n f. , ,:., e tj^: ,.,,'. :i ,11110� „ ,. .5. .. ..t .,, 1- r ,., V, =v, ,.} ,., ... .. .. ,. Ae... ,�...,. , ,...,,.,.. ..,.,. , ,,..,f ,. .......... ...tk, ..., .... , , - o,. .„ 7 'i,.if� .t.a,- ,. .,. X, s , -.,.A. /, t, ,5 .,,, " -, .... «..r... , , , ..,t ...1:. b... , , _.r ..,.e. , ,h w*.- , : t, ,, , a ..,. ,:,,., r 4 . ;:. a. .r. L, as.,, ..,E. {., i ..,e L ,.n t a���. , .a,. .,. :, ., .. .. ,A ,,- r. m. , ,. �, ., _ i.. .r� "t- O ,.;..; ,.:,.: , , :.,..;,l ,, , .,,. ., r..� .,� k #f a,. . .. , w v i.. ,, � 4 �,} l_, ." f, ,.,.- ',,F,. 7f.., ., (.,,. ... .s.m. s. , .;y,:�. i .,,,: _� ,.. .,. 1 '4 , Ip: 1. ➢ .:,, .. ,f, ,,.,,, ,..:5. ,n: ,. .,ti,. s.,. i s .',.... ...5,..q'.,..,{ ru t'.' r f .b y t� Yr r,., L.. s ,A,t, ,., r .., ., ,. , r .. ...a..t , , ,i; . -,tl 4 , .,, a ,.... % _ . , , „ l,. �. .. 1 .`...,... .. .,.q. ., .,.1�5., 9. n .,1 1 4. 2, ( t..,.,,, ,..„ , , , ., ' t ,. ,,.,r. ,. ,, y.,, r , u.ol;., r.,rs,. �.,, i.', I , , �•.,,f ,,. , f. ,... ,.. a ..., ..., C ,i. ,�,' .,:'. ,d I.i to ., T i. ,,.,s.. x.•: f... 1 a % 1 , 3,�. ,%,1 ,.; ,t-. 1 { �.:f , .. , , lot t. ,. '" p . S. .:.,. S " ,,,.,, ,,, .,, a �. a ,,.... . , , h , „ .t-.,. ..,, -,AL .S„ .,,. i F.90 , ._, 1 n. 2 ,7, ,,,.., ..,a, ,: -3,.. ,. ,. . ,, a" , c .3,d. 'e. I,: ..1. „ :a ,:: ., 1r' s eye, „� a.. 4 ,.,,,.. , , .. .. i,;. ... ...., ! ,...,; ..; y ,,;.:,.r. . ,.... a, a. .) a ,,. l. C. ,. , .+r .,.. ,,. .�� ti::.6 a , , ._. If �.. a, ,,. > �; r , .,., . , _ �. ,a .,,. .,, . 0 s< 4 e°, a r. .,, �, .�....{. {�,. _ �, ', , r; n a VA ,, rr. # 9 ,...t c S ] ,. f. t�, ._E a. , ,.,1. +r. , .,,. ,., :7 , ,.A ....�.../ .. -,i a... 7,..', :, , { ,.... ,t 'i. ,� is ..,;, ,4�. 1: ��. / R, _i, .Z., . U, a ,.,. fi s� ,. ..,. F ,:r .,.. i .:.... is. ,> �. ,,, ., .. - '�' z 1 ., ,.,, ti,.,s FI 1,. , // ,3 .i, - i 1 ,A. ,.f. s... ,. ,1. , a ,. .,-..-. , ,. 1:. lr., ,. ,, . , .., �., :#... .1, ,., ,�,. $(.s _ �. € A f r ; 1. ! , -:F, s:: - ,� ._ 2 ; ,_ r 11 { ,. ,..,.F. ,...... ..,,:.,-, .., ,.0 N,, ,.., J nE d '7,7 ...:r 1 €,,,. r, ,. i ,,, , .N, ., .,, ..., 1 ,z h t,.f ,.. ,. .J >. .r,. , ...o.ii3O ,r. ro , ,...a..w e .., .q.. '{., .. ., , .,...., a ft. ,S n,. , 15, ,. ... &. .....:.,. q f,.S x,.'.,,, < d ..,,,.. er , .:, I }., Y A: J '•At .! 14. 'Htl _ id. ,.,.,..... ,�' f..r.,,:.: ,,�. ,.. ��. �,.."., , , .,.,,. :,, �, '1 1. F �.. L ,d, j,. ,. 7.. a .5 �i, G. -t p \I �S t 1 0,.£ ,,, ,;¢_, , t P ri t, r 1. ,� k 1 V r�.' {t t ±„ a, i ',Ir J 4. , "! ,• , , ,, 1 ,, y : ;, , rr ;� ,.r �� , �;,..,. o P.. t, S,, ';a a,4 n- s.. ,s rid ,` �.� �. 4 a;,.. �, ..fir,. ,i. .. !. A .,2 Y;£. y .5 aq , C....., ,,...,, 51,r....; t, . ,,.. . 0,.4 ,...{„% ,..c _.,y , �.;4;+. d ,, .( f,. �` !i n. ,,..1.., {.,.,,,.. <-..,,.,, ,.i , t. I ,�! r_, ,. -a p d IS p,�,�. + R t "1. a p, '�` 4 �� a £ e q 1 �;,,, s FM a , M"ww k� .y 9f , x,+.,e:. t1„ s .46 ;.1, r R.: r 4 �. r S �. r. r v4' l.. ti•;, �� ,A 1 I ,,, x f Q sir yy .! k �f :3 A ��J 1 N. l� � y .f A f '1'� 1 1 1 dd !. .Mi 7. Y ! i. +t .j.1 1-t �S v 'sT f, .,9 1 t... 4 }. a rt A rn � .t c ..B,.I.rku,ad,.<-r[�,^A <�_-�.1dsa.�,,,/�6r':',f F�.%�S,ts��.� "f�r i,n:'�� - �.�'d .+�+��'�d�n s �,' - .�mw-. -,,.zF,tn,..a 7,r+t<� �,&e,ai,a. 'edt`.;;.' F .�.."4 ..M "'�, .�. e044 _ Cl Qai G ofYWTOYy Town of Barnstable *Permit` � ti Expires 6 months from issue date Regulatory Services Fee_S y MASS. 1639. �1b Thomas F. Geiler,Director ptED µp'f 6 Building Division Tom Perry, CBO, Building Commissioner 200 Main Street, Hyannis„MA 02601 www.to wn.barnstab le.ma.us Office: 508-962-4038 Fax: 508-790-6230 EXPRESS PERMIT APPLICATION- - RESIDENTIAL ONLY Not Valid witlrout Red X-Press imprint Map/parcel Number Property Address � . . f P�C residential Value of Work s C) Minimum fee of 535.00 for work under -- S6000.00 Owner's Name&Address - f� ✓�iCr-C¢/- Contractor's Name Telephone Number Home Improvement Contractor License#(if applicable) Construction Supervisor's License#(if applicable) ❑Workman's Compensation Insurance VCheck p�ole proprietor P Homeowner " dd ❑ I have Worker's Compensation Insurance :'fair ` Insurance Company Name Workman's Comp.Policy# Copy of Insurance Compliance Certificate must accompany each permit. Permit Request(check box) ❑ Re-roof(stripping old shingles) All construction debris will be taken to D Re-roof(not stripping. Going over f existing layers of roof) ❑ Re-side " #of doors Replacement Windows/doors/sliders. U-Value _ (maximum .44)#of windows *Where required: Issuance.of this permit does not exempt compliance with other town department regulations,i.e. Historic,Conservation,etc. ***Note: Property Owner must sign Property Owner Letter of Permission:` A copy of the Home Improvement Contracto required rs License & Construction Supervisors License is . SIGNATURE:�' '�"`- T ` S 5, 0 `�. I•IWbnI cc\C(lD to c\l...f Li t....., ::a..-.....\rv„n rrn � .ram .• The Commonwealth of Massachusetts.. r I Department of Industrial Accidents ' Offzce of Investigations 600 Washington Street Boston, MA 02111 f tip, www.mass.gov/dia . Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information y Please Print Legibly Name (Business/Organizabon/Individual): qkQ l - /t •c i�ti. Address: /O N U l�d a m• -)'i` City/State/Zip:CC,W -ci✓ Phone 4: .Are you an employer?.Check the appropriate box: Type of project(required) I. ❑ 1 am a employer with 4.'❑ 'I am a general contractor and 1 ` 6. ❑New construction employees(full.and/orpart-time).* have hired the sub-contractors. 2. ❑ I am a sole proprietor or partner- listed on the attached sheet. t ?• ❑ Remodeling ship and have no employees These sub-contractors have S. ❑ Demolition` working for mein any capacity. workers' comp, insurance. 9. ❑ Building addition o workers' comp:,insurance 5. ❑ We are a corporation and its required.) officers have exercised their 10.0 Electrical repairs or additions 3. ' 1 am a homeowner doing all work right of exemption per MGL l LEI Plumbing repairs or additions myself. [No workers' comp. . c.:T52, §1(4), and•we have no 12:❑ Roof repairs insurance required.]t " employees. [No workers' 13.0 Other, comp. insurance required.] . *Any applicant that checks box t I 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 check this box must attached an additional sheet'showing the name of the sub-contractors and their workers'.comp.policy information. .1 am an employer that isproviding workers'compensation insurance for my employees Below is the policy and job site information. Insurance Company Name: Policy#or Self-ins.Lic.'#: Expiration Date: Job Site Address: City/State/Zip: Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to.secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of 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. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby c ify under the pains and penalties of perjury that the information provided above istrue /a/nd correct,. Signafore: Date: s - Phone# `Official use only. Do not write in this area,to be completed by city or4own official City.or Town: Perm it/License,# Issuing Authority(circle one): 1. Board of Health 2. Building Department 3. City/Town Clerk 4.Electrical Inspector 5. Plumbing Inspector 6. Other R— 76. . Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers compensation for their employees. Pursuant to this statute, an employee is defined as ":..every person in the service of another under any contract of hire, express or implied, oral or written." An employer is defined as "an individual,partnership, association, core tion or other.legal entity,or any two or more. of the foregoing engaged in a joint enterprise, and including the legal r resentatives of a deceased employer, or the receiver or trustee of an individual,palership, association or other 1 1 entity,employing employees. However the owner of a dwelling house having not e than three apartments an ho resides therein, or the occupant of the dwelling house of another who employs p� than to do maintenance;; nstruction or repair work on such dwelling house or on the grounds or building appurtenant th retoashall not because such employment be deemed to be an employer." MGL chapter 152, §25C(6)also states that"ev y state or local lic sing agency shall withhold the issuance or renewal of a license or permit to operate a bu ' ess or.to constr' t buildings in the�cominonwealth for any applicant who has not produced acceptable evi nce of complia c with the insurance coverage required." Additionally,MGL chapter 152, §2"5C(7)states"Ne er the comm n th nor any of its political subdivisions shall enter into any contract for the performance of public rk until acc;pta e evidence of compliance with the insurance requirements of this chapter have been presented to the ontracting uth ty." Applicants Please fill out the workers' compensation affidavit complete] by, heckin the boxes that apply to your situation and, if necessary,supply sub-contractors)name(s),address(es)and ph�n number )along with their certificate(s)of insurance. Limited Liability Companies(LLC)or Limited Liabil Partner ips(LLP)with no employees other than e members or partners, are not required to carry workers' compensat on insur ce. If an LLC or LLP does have employees,a policy isTequired. Be advised that this affidavit may e�subm ed to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure t e sign a date the affidavit. The affidavit should be returned to the city or town that the application for the permit o license being requested, not the Department of Industrial Accidents. Should you have any questions regarding 6e aw or i you are required to obtain a workers' compensation policy,please call the Department at the number list below' Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The ep ent has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigati ns has contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used a refe ence number. In addition,an applicant that must submit multiple pe.rmit/license applications in any given ye need o ly submit one affidavit indicating current policy information(if necessary) and under"Job Site Address the app cant sh uld write"all locations in (city or town)."A copy of the affidavit that has been officially stamped or mark by th city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or lice ses. A ew affidavit must be filled out each year. Where a home owner or citizen is obtaining a license or permit not r lated t any business or commercial venture (Le, a dog license or.permit to burn leaves etc.)said person is NOT requir to co ilete this affidavit. The Office of Investigations would like to thank you in advance for your c operation d should you have any questions, please do not hesitate to give us a call. The Department's address,telephone and fax number: The Commonwealth of Massachusetts Department.of Industrial Accidents Office of Investigations 600 Washington Street Boston,.MA 02111 Tel. # 617-727-4900 ext 406 or 1-877-MASSAFE Fax # 617-727-7749 Town of Barnstable N� -r Regulatory Services Thomas F. Geiler, Director ibis. •,� Building Division PrED {} Tom Perry, Building Commissioner - 200 Mairi-Street;_Hyannis,MA 02601 rsrwsv.to wn-b arnsta b l e-ma.us Office: 508-862-4038 Fax:• 508-790-6230 HOMEOWNER LICENSE EXEM ON t° Please Print j DATE: JOB LOCAT)ON: 17©#( e* �a number _ ` str t village "HOMEOWNER": name home phone# work phone# CURRENT MAILING kDDPFSS: r eityhown state zip code Tje current exemption for"homeowners"was extended to include owner-occupied dwellings of six units or less and to allow homeowners to engage an individual for hire who does Dot possess a license,provided that the owner acts as superylsOL. DEFINITION OF HOMEOWNER Person(s)who owns a parcel of land on which he/she resides or intends to reside, an which-there is, or is intended to- be, a one or two-family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constn}cts more than one home in a two-year period shall not be considered a bomcowner, Such "homeowner"shall submit to the Building Ofcial on a form acceptable to the Building Official, that he/she shall be responsible for all such work performed under the building permit. (Section 109.1.1) The undersigned "homeowner"assumes responsibility for compliance with the State Building Code and other applicable codes, bylaws,rules and regulations. The undersigned"homeowner"ccrtifes that•he/she tmderstaads the Town ofBamstable Building Dcpartm. cnt m;n;rnnm ' ection procedures and requirements and that he/she will comply with said procedures and rem rirem S S r Sig ati�rc ofHomcowncr ti ' i Approval ofBurlding,0$rcia.) Note: Three-family dwellings containing 35,000 cubic feet or larger will be required to comply with the State Building Code Section 127.0 Construction Control. + HOMEOWNER'S EXEMPTION } The Code states that: Any homcovencr pafomvng work for which a building permit is rcqed shaD be exempt from the provisions of this section,(Sectian I o9.l.l -Luccn ibg of construction Supervisors);proyidcd that if the horneowoa.rngages a posori(s)for Lire to do such work, that such Homeowner shall act as supervisor." Many homeowners who use this exemption arc unaware that they art zssurrang the respons-brlities of a supervisor(sec Appendix Q, Rules.&Regulations for Uccnsing Construction Supervisors,Section 2.15) This lack of aww=css often results in serious problems,particularly when the homeowner hires unliernsrd persons. In this ease,our Board cannot proceed against the unlicensed person as it-Arould with i licensed Supervisor-. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her iesponsrbilitics,many communities require,as part of the permit application, that the homeowner certify that hrAbe understands the rrsponsrbilities of a Superrisor. Do the last page of this issue is a.form eu=by used by several towns. You may care I amend and adopt such i forrdccrtifieation for use in your community, Town of Barnstable o Regulatory Services s.txxsresr..� � . Thomas F. Geiler,Director t63¢ tic �Eo � Building Division Tom Perry, Build/n,tab ner 200 Main Street•,H01 www.town.ba Office: 508-862-403 8 Fax: 508-790-6230 tjjProperty O tCo 'lete afid Siecti"onIf Usin A as Owner of the subject.property hereby authorize to act on nay behalf, is all matters relative to work authorized building permit application for. (Addres of Job) i Signature of Owner Date Print Name If Property Owner•is applying forpern it please complete. the Homeowners License Exemption Form. on :the reverse side. TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel `�' p pTca.,fio #n( Health Division Date Issued 2� Conservation Division Application Feel Planning Dept. Permit Fee Date Definitive Plan Approved by Planning Board Historic - OKH _ Preservation / Hyannis Project Street Address A2l�o��►—(fy -M Z���� Village ��✓leer Owner �� i-( _�/�f�i � _ Address Telephone Permit Request E ?A-.,Z y Square feet: 1 st floor: existing Z91roposed 2nd floor: existing proposed Total new Zoning District Flood Plain Groundwater Overlay Project Valuation Construction Type (o Lot Size 1 Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. a . Dwelling Type: Single Family R Two Family ❑ Multi-Family (# units) ZN Age of Existing Structure `s Historic House: ❑Yes C�No On Old Kir Highway,'; O r Basement Type: ❑ Full ❑ Crawl ❑Walkout 210ther : Basement Finished Area (sq.ft.) Basement Unfinished Area (sq. . Number of Baths: Full: existing new Half: existing ' nevi -ter Number of Bedrooms: existing _new cr Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: O'Gas ❑ Oil ❑ Electric ❑ Other Central Air: ❑Yes & o Fireplaces: Existing 1 New Existing wood/coal stove: ❑Yes A No Detached garage: ❑ existing ❑ new size_Pool: ❑ existing ❑ new size _ Barn: ❑ existing ❑ new size_ Attached garage: Cf existing . ❑ new size _Shed: ❑ existing ❑ new size _ Other: Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial ❑Yes L7 No If yes, site plan review# Current Use Proposed Use APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Name ��i✓I5� �t� Telephone Number Address License # Home Improvement Contractor# Email Worker's Compensation # ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATURE DATE��6 �i FOR OFFICIAL USE ONLY 'n APPLICATION# DATE ISSUED MAP/PARCEL NO. ADDRESS VILLAGE OWNER DATE OF INSPECTION: FOUNDATION r'I FRAME P sc a o9/S g(ci INSULATION I I S FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL ,I FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO. F The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations ' 600 Washington Street Boston,MA 02111. www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name(Business/Organization/Individual): Address: lee City/State/Zip: / �� Phone#: —<0 Are ygu an employer?Check the appropriate box: Type of project(required): 1.UTI am a employer with 0 1 4. ❑ I am a general contractor and I employees(full and/or part-time).* have hired the sub-contractors 6. ❑New construction 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑Remodeling ship and have no employees These sub-contractors have g. Demolition working for me in any capacity. employees and have workers' 9. Building addition [No workers'comp.insurance comp.insurance. required.] 5. We are a corporation and its 10.❑Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.❑Plumbing repairs or additions myself. ' right of exemption per MGL y �o workers comp. 12.❑Roof repairs insurance required.]t c. 152,§1(4),and we have no 13.[]Other employees. [No workers' comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: ���✓,ri �,i,�, 1e _. �' , Policy#or Self-ins.Lic.#:Ale Z_-315 Expiration Date: .l 2 / Job Site Address: City/State/Zip:cz6a�nz/�,14;s Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of 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 ag ' t the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the D r insurance coverage verification. I do hereby cerafy e the 'ns and penalties of perjury that the information provided above is true and correct Si nature: Date: 7 / Phone#: Z 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#: aco® CERTIFICATE-OF LIABILITY.-INSURANCE 04/tO/2014 THIS CERTIFICATE IS ISSUED AS A MATTE_R OF INFORMATION ONLY.AND CONFERS NO RIGHTS UPON THE CERTIFICATE.HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE-AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the-certificate holder is an ADDITIONAL INSURED,the policy0es)must be endorsed. If SUBROGATION IS WAIVED,subject-to the terns and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the Certificate holder in lieu of such endomement(s). PRODUCER c0 CT Mark Sylvia Insurance Agency,LLC ME Kris Ko reski 404 Main Street PHONE 508 957-2125 FAX No:508 957-2781 E_REss mark marks Iviainsurance.com Centerville, MA 02632 tNsu S AFFORDING COVERAGE NAtC9 INSURER A:Montpelier US Ins Co INSURED Complete Home Group LLC INsuRER 6:Liberty Mutual ins Co dba West Bay Management Trust INSURER c: 770A Main Street INSURER D: Osterville•MA 02655 INSURER E INSURER F• " COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE-FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,.TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSRgu LTR TYPE OF INSURANCE OL.11013. POLICY NUMBER P pCY EFF POOUUCY EXP U{yl ITS A GENERALUABIUTY MP0006001012633 12/4/2013 12/4/2014 EACH OCCURRENCE S 1.000,000 X COMMERCIAL GENERAL LIABILITY PREMISESTO FRENTEDnce i 100.000 CLAIMS MADE OCCUR . MED EXP(Any one person) S 5,000 PERSONAL&ADV INJURY S 1,000,000 ' GENERAL AGGREGATE S 21000.000 GEN L AGGREGATE LIMITAPPUESPEtE PRODUCTS-COMPIOP AGG S 2,000,000 X POLICY PRO- LOC $ AUTOMOBILE LIABILITY COMBMFJ)SWGLE LIMIT Ea aoeideN ANY AUTO ALL OBODILY INJURY(Per person) $ Atrr03�ED AUTOSU� BODILY INJURY(Per accident) $ HIRED AUTOS NON-OWNED AUTOS PROP. UIIMAGE $ - UMBRELLA UAB OCCUR EACH OCCURRENCE S EXCESS UAB CLAIMS-MADE AGGREGATE $ DIED RETENTION$ _ B WORKERS COMPENSATION $ AND EMPLOYERS•LIABILITY Y r N WC2-31 S-602937-014 3/23/2014 3/23/2015 wC sTATu X oTtt ANY PROPRIETORIPARTNERIEXECUTIVE OFFICERIMEMBER EXCLUDED? FN� N 1 A EJ-EACH ACCIDENT $ 1,000,000 (Mandatory I0 ) Q Yes er EL DISEASE-EA EMPLOYE $ 1,060.000 - ,describe und DESCRIPTION OF OPERATIONS below E.L DISEASE-POLICY LIMIT S 1,000,000 DESCRIPTION OF OPERA noms r LOCATIONS r VEHICLES(Attach ACORD 101,Adsdtpnal Remarks SCtleOuie,U more space t5 required) Residential Carpentry Adam Hostetter is covered by the workers compensa6on*policy. CERTIFICATE HOLDER CANCELLATION (508)790-6230 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Town Of Barnstable Building Department THE EXPIRATION DATE THEREOF, NOTICE VW E DELIVERED IN 200 Main Street ACCORDANCE WITH THE POLICY PROVISIONS. ?t' Hyannis,MA 02601 AUTHORRED REPRESENTATIVE -- _ ©1988-2010 ACORD CORPORATION. All rights resew_ ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD f �;, ��r f(,'l7rrrrrrUrrcirYr�/�r.��'i�l.c"/.iJcif�rrIr,//1 L ti Office of Consumer Affairs& Business Regulation License or registration valid for individul use only OME IMPROVEMENT CONTRACTOR before the expiration date. If found return to: T ;,egistratidn: 178455 Type: Office of Consumer Affairs and Business Regulation YP g xpiration: :4/16/2016 LLC 10 Pork Plaza-Suite 5170 -:ru�'` "• ' ,Boston,MA 0211 COMPLETE HOME GROUP LLC:. i ADAM HOSTETTER 770 ALMAIN ST OSTERVILLE,MA 02655 Underscci'etary Not valid without signature 4 ti. i Massachusetts - Department of Public Safety Board of BuildingRegulations and Standards Cmwrurliml .Suhi•rN nnr License: CS-094302�/' ADAM HOSTETTER t� 770 SUITE A MAfN ' OSTERVILLE MA o2� ,,� Expiration Commissioner 12/?2/2015 r 10.Bead board wainscot in powder room 11. 4-6 Recessed cans 12.In living room 13.Built-in each side of Fireplace 14.Gas Stove 15.6 Sliders or French wood exterior doors 16.6 over 1 grill pattern n new windows 17.Crown in Den 18.No change in Bedrooms Contractor assumes all existing utilities in place are adequate for all proposed work. TERMS OF CONTRACT: • This contract is a COST PLUS 15%contract based on the estimate dated 8-20-14 • A$10,000 deposit is due at contract signing • A$10,000 payment is due upon receipt of Building Permit • The contractor will bill every 2-3.weeks based on the progress of the job,payment will be due within 7 days of receipt • All changes made by the homeowner which result in additional costs is the homeowner's responsibility. These changes also may affect the schedule and with each change there may be additional time added to the length of the project,thus extending the 8 month building time frame, see project schedule • The Contractor shall warranty the house against defect in workmanship and materials in accordance with the state of MA statues. See attached Warranty document • Customer payments to contractor will be used to pay fees, subcontractors and supplies associated with the construction of the premises • Contractor will be responsible for utilities during construction • This document is a contract between both homeowner and contractor • By signing this contract the homeowner is entering into an agreement with the specifications stated above with Complete Home Group,LLC Estimate to complete the above scope of work: - / � 299,483 4, . Signature .f AdAm Hostetter Geneve Figgie Complete Home Group,LLC Homeowner coo x V 00 CD W 0 > •� L7 on r- cn �1 w C7 SMOKE DETECTORS REVIEWED F ^� C� ATE - z ----- FIRE ucPARTP,4ENT -- .EXISTING FLOOR PLAN GATE vona BOTH SIGNATURES ARE REQUIRE,`FOR PERMITTING _ Al SCALE: 1/8" DKAw BY: CBH DATE: 9/15/14 vs• � O a� pNd' x � N � cn � O N N W 00 o0 On r— x o C• a C a C' wa/ ' BCOnOY i BCOnOW J ��li n00• ; r` W I w NOTES: ro.cx - Ur P. O I. REPAIR AND RENOVATE EX15TING _ HOME PER SPECIFICATIONS AND - PROP05ED PLAN - 2. NEW MASTERBATH LAYOUT PER Z PROPOSED PLAN PROPOSED FLOOR PLAN - . � A2 . SCALE: 1/p rr_1r_Orr DRAWN BY: CBH °ATE: 9/15/14 IKE - Town of Barnstable Building Department - 200 Main Street ELARNSZABLE. * Hyannis, MA 02601 9 MASS. 1639 . (508) 862-4038 Certificate of Occupancy Application Number: 201406223 CO Number: 20150099 Parcel ID: 172011 CO Issue Date: 06/01115 Location: ;_10 NOTTINGHAM DRIVE Zoning Classification: RESIDENCE C DISTRICT s. Proposed Use: SINGLE FAMILY HOME Village:: CENTERVILLE Gen Contractor: COMPLETE HOME GROUP LLC Permit Type: RC00 CERTIFICATE OF OCCUPANCY RES Comments: Building Department Signature Date Signed i y TOWN OF BARNSTABLE Befit-ding ti 201406223 * BARNSTABLE, * Issue Date: 09/24/14 Perm it 9 MASS. 1639. �� Applicant: COMPLETE HOME GROUP LLC Permit Number: B 20142578 CFO NIA'1� Proposed Use: SINGLE FAMILY HOME Expiration Date: 03/24/15 Location 10 NOTTINGHAM DRIVE Zoning District RC Permit Type: RESIDENTIAL ADDITION/ALTERATIO Map Parcel 172011 Permit Fee$ 1,530.00 ; Contractor COMPLETE HOME GROUP LLC Village CENTERVILLE App Fee$ 50.00 License Num 178455 Est Construction Cost$ 300,000 Remarks APPROVED PLANS MUST BE RETAINED ON JOB AND REPAIR&RENOVATE EXISTING HOME,INTERIOR AND EXTERIO THIS CARD MUST BE KEPT POSTED UNTIL FINAL STRIP TO STUDS,MASTER BATH LAYOUT CHG,FIRE DAMAGE INSPECTION HAS BEEN MADE. WHERE A . CERTIFICATE OF OCCUPANCY IS REQUIRED,SUCH Owner on Record: FIGGIE,GENEVA C TR BUILDING SHALL NOT BE OCCUPIED UNTIL A FINAL Address: PO BOX 1066 INSPECTION HAS BEEN MADE. CENTERVILLE,MA 02632 LAe A9= Application Entered by: JL Building Permit Issued By: J THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET ALLEY OR SIDEWALK OR�ANY PART THEREOF EITHER M ORARiLY.O P ENCROACHMENTS ON PUBLIC PROPERTY'NO SPECIFICALLY PERMITTED UNDER'THI BUILDING CODE,MUST BE APPROV ED BY THE JURISDICTION STREET OR ALLEY GRADES AS' LL S DEPTH AND LOCATION OF PUBLIC SEW11 ERS MAY BE } OBTAINED'FROM THE DEPARTMENTgOF PUBLIC WORKS.THE ISSUANCE OF THIS PERMIT DOES NOT RELEASE'THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS ��•,>a j ,'i, '°'x' z'; �, MINIMUM OF FIVE CALL,INSPECTIONS REQUIRED FOR ALL CONSTRUCTION WORK: 1.FOUNDATION OR FOOTINGS. 2.SHEATHING INSPECTION 3.ALL FIREPLACES MUST BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. 4.WIRING&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR TO FRAME INSPECTION. 5.PRIOR TO COVERING STRUCTURAL MEMBERS(FRAME INSPECTION). 6.INSULATION. 7.FINAL INSPECTION BEFORE OCCUPANCY. WHERE APPLICABLE,SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL,PLUMBING AND MECHANICAL INSTALLATIONS. WORK SHALL NOT PROCEED UNTIL THE INSPECTOR HAS APPROVED THE VARIOUS STAGES OF CONSTRUCTION. PERMIT WILL BECOME NULL AND VOID IF CONSTRUCTION WORK IS NOT STARTED WITHIN SIX MONTHS OF DATE THE PERMIT IS ISSUED AS NOTED ABOVE. PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO GUARANTY FUND(as set forth in MGL c.142A). BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS 101A / 2 2 l� l 2 rim Oi� , i ^i�-,� 1= (jam' CO- 5' ! 3 1 11eat ng Inspection Approvals Engineering Dept Fire D pt 2 Board of e h Y.:1Y a 1,'!.f.P �Iftl::C•:711 � . j r .y Will Ie t ;1'1, :tt 11 {l' 7 1 '��• t t f :llltt_ IJ" I.11 / , 4 ,:)1 I It11i A, j7 i 3 1:: LZ t ht' r.o-- V I-1 �r , r From: hvacservicel<hvacservicel @icloud.com>o? Date: May 18,2015 4:44:38 PM EDT To: martinward66@yahoo.com Reply-To: hvacservicel<hvacservicel @icloud.com> 1 Attachment,754 KB Sent from the Samsun Gal Ru b Pro,an AT&T ATE smart hone ,. Mv C dlllilllkwam� NO" Fes. i i� y i _ x x � t ' # f Q ' or 6,RSTABl.E Robert W. DennisJr. Register Structural Engineer DIVISION P.O. Box 534 East Bridgewater, Ma 02333 Cell: 508-326-2464 rwdenniAr@comcast.net Engineering Evaluation 10 Nottingham Dr. Osterville, MA October 24, 2014 My name is Bob Dennis. I am a registered structural engineer and have been retained to evaluate the structural effect of"a fire on roof trusses of a property located at 10 Nottingham Drive, Osterville, MA. a I visited the property on October 24, 2014 with Brian Burke, representative from Hostetter Homes,the company hired to rehab/rebuild the property. The structure is an L shaped ranch house with an attached garage..The roof of the entire home is supported by engineered trusses. At some point a fire started in the garage and spread to adjacent sections of the house. Since the fire,the interior of the house hasbeen completely gutted down to the original framing. I have included a sketch to help clarify the following discussion: • «. TO'Ai Or" BARNSTABLE The fire caused extensive damage rn the area on the sketch noted as BCDEF. It is my understanding that each of the roof trusses in this area will be replaced with new trusses. The4msse&kzaJteft the area of the sketch noted as ABFG all appear almost to ail- Ulck. One of the main concerns was to what extent, if any did the fire cause the load bearing capacity of these trusses to be compromised? The trusses in this area (ABFG)-were closely examined to determine-if the heat of the fire had caused any charring of the wood. Fortunately,there was no damage evident and the wood was found to be structurally intact. The black discoloration of the wood appears to have been completely caused by the sm. oke and soot of the fire. Based said this examination, a do nott-belleve ®s is - necessary to replace the roof trusses in this-area. Another area of Concern was to what extent the removal of a portion of one roof truss to allow.for the installation of a large skylight might have on the ad'acent trusses. T he-following.sketch indicates my recommendation for "beefing" up the two adjacent aoof trusses. .. A-D0'L Z K S OF DENNIS-JR. Tease cal: if them are any q€�estions. , .� Lei STRUF6R6�I. Bob Dennis �� tdo.13R34 l _ �040 GIs 'F S�/ ENS �� ®,SAL �� SME MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield,MO 63017-5746 314434-1200 Re: 663958 SHEPLEY 11-20-14 BC The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Boise Structural Solutions. Pages or sheets covered by this seal: 123314892 thru I23314902 My license renewal date for the state of Massachusetts is June 30,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 61U. c> $TM qr N A3 , Q�_ ,SAP ` _ 4 December 2,2014 Liu,Xuegang The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply SHEPLEY 11-20 14 8C 123314892 663958 001 COMMON 11 1 A_PMT_E125993_11/4/20144:25:56PM Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 MTek Industries,Inc. Tue Dec 02 08:34:22 2014 Page 1 ID:MVzllnlKMAUv_7CjofwuQYz9jwG-0AFk8Vp7liGPN1 XYEzgeZc?J6FoYT2CNRaMjFOyD36F 4-0-0 9.3-14 8-8-2 6-6-12 7-54 -0-0 Scale=1:62.7 8x10= 5.00 12 4 2.5x6 11 4x8 19 5 4x4 3 18 20 4x8 6 2 4x4 17 7 18 11 12x12= 21 d 1 10 8 c5 9 1.5x4 II eb 4x6= 15 14 13 12 8x12= d 1.5x4 I I Us MT20HS= 5x8= 2x4 I 2.50112 9314 18-0-0 22-0-0 281r12 36-0-0 9-3-14 8-8-2 4.0-0 6-6-12 7-5-4 Plate Offsets(X,Y)— [1:0-1-2,Edgel,[4:0-4-0,0-3-4],[8:0-1-2,Edge],[11:0-5-12,0-3-8] [13:0-1-8,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.55 10-11 >775 240 MT20 169/123 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.79 Vert(TL) -1.16 10.11 >373 180 MT20HS 148/108 BCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.61 8 n/a We BCLL 0.0 ' Code IRC2009/TP12007 BCDL 10.0 (Matrix) Weight:1581b FT=0% LUMBER- BRACING- TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purtins. BOT CHORD 2x4 SPF 165OF 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 4-10-13 oc bracing. 5-12:2x4 SPF-S No.2,8-11:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt 2-13,4-13,7-11 WEBS 2x4 SPF-S No.2*Except` MiTek recommends that Stabilizers and required cross bracing 4-11:2x4 SPF 1650F 1.5E be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1786/Mechanical,8=1881/0-3-8 Max Harz 1=11O(LC 10) Max Uplift 1=71 O(LC 9),8=830(1_C 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=3631/1678,24=2462/1298,4-5=5245/2528,5-7=5348/2400,7-8=-6670/2875 BOT CHORD 1-15=-1352/3248,13-15=1352/3248,5-11=559/339,10-11=-2511/6144, 8-10=251016147 WEBS 2-15=0/396,2-13=1359/692,4-13=953/316,11-13=873/2607,4-11=1746/4244, 7-11=1172f770,7-10=01318 NOTES- (13) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)0-1-4 to 3-8-7,Interior(1)3-8-7 to 14-4-13,Exterior(2)14-4-13 to 18-0-0,Interior(1)21-10-4 to 33-4-13 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 .r 2)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. OFi 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. FIC 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. �U 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed fora 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Np� $ $$ fit between the bottom chord and any other members. X1 9)Refer to girder(s)for truss to truss connections. 61F 10)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ^_ A 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0=1b)1=710, J 8=830. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Drawing prepared exclusively for manufacturing by Boise Structural Solutions December 2,2014 ®WARIRNO-yerffy&9gapanumamandAWWYESONMNA0Mail 0NITENREFERFJ4TfAWENII-7471recV2912014B5RA WE ■ Design valid for use only with MTek connectors.This design is based any upon parameters shown.and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbillity of the MiT®k� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consufi ANSI/TPII Quality Criteria,OSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 ll soutMm Pine[So)lwnbea:is rpecaied,rlfetletiprvaluEsare t'1m�e:eBective 66]DiJ3013 byAt;SC Job Truss Truss Type Qty Ply SHEPLEY 11-20-14 BC 123314893 663958 002 GESI 1 1 A_MGE_E125993_11/420144:25.56PM Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 MiTek Industries,Inc. Tue Dec 02 08:34:24 2014 Page 1 ID:MVzl Inl KMAUvJCjofwuQYz9jwG-yZNVZBrNGJ W 7dKhxMOs6fl4my3fWx5ggvurgJGyD36D 18-0-0 36-04) 7-0-0 18-0-0 18-0-0 1.0-0 Scale=1:62.1 5x6= 5.00 12 2x4 11 70 2x4 11 11 2x4 II 2x4 I I 9 11 2x4 39 4x8 8 12 2x4 II 2x4 II 6 �7 13 8x8 2x4 II 5 14 2x4 11 2x4 11 38 4 15 40 2x4 I 2x4 I I 3 16 2x4 11 2 17 35 41 1 14 Ql 1819A A X X X . . . . . X X A x x YX X X lg-x X K X X X X X X--X M X X X X LILLij 1 d 5x6= 5x6= 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 5x8= 5x6= 36-0.0 36-0.0 Plate Offsets(X,Y)- [14:0-4-0,0-4-81,[24:0-3-0,0-3-01,[30:0-3-0 0-3-0] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 30.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 19 n/r 180 MT20 169/123 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.12 Vert(TL) 0.00 19 n/r 120 BCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 18 n/a n/a BCLL 0.0 'BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:169 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD 2x4 SPF-S No.2 BOT CHORD Rigid ce[ling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS- All bearings 36-0-0. (lb)- Max Horz 1=108(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1,28,29,30,31,32,33,26,25, 24,23,22,21 except 34=284(LC 8),20=-253(LC 9),18-191(LC 9) Max Grav All reactions 250 lb or less at joint(s)1,27,30,31,32,33,24,23,22, 21 except 28=277(LC 2),29=282(LC 2),34=400(LC 2),26=274(LC 3), 25=278(LC 3),20=379(LC 3),18=265(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=-49/295,5-7=49/374,7-8=-62/451,8-9=64/555,9-10=-65/644,10-11=64/644, 11-1 2=-63/555,12-13=-61/452,13-14=-49/373,14-1 5=-49/295 WEBS 2-34=319/497,17-20=302/398 NOTES- (12) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Comer(3)0-0-0 to 3-7-3,Exterior(2)3-7-3 to 14-4-13,Comer(3)14-4-13 to 18-",Exterior(2)21-7-3 to 33-4-13 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. � 3)TCLL:ASCE 7-05;Pf--30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct--1.1 � , 4)Unbalanced snow loads have been considered for this design. �'� O 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs $ non-concurrent with other live loads. ST�D,I( CL1 6)All plates are 1.5x4 MT20 unless otherwise indicated. ;� f-t la 7)Gable requires continuous bottom chord bearing. c� 8)Gable studs spaced at 2-0-0 oc. � 9)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,28.29,30,31,32, 33,26,25,24,23,22,21 except(jt=lb)34=284,20=253,18=191. 12)Drawing prepared exclusively for manufacturing by Boise Structural Solutions kAA AA December 2,2014 tip wmAG-Verifydalga para=M acid RENT NOTESON M11SAND R83.UM N11ERREEEAM PAOEW-7473 ree 1119120140WWLGE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. • Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consvti ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 14615 N.Outer Forty,Suite#300 Safely Information available from Truss Plate Institute,181 N.Lee Street,Suite 312,Alexandria,VA 22314. chesterfield,MO 63017 HS'autlrem'Plne f SP)'lumiStr:is cpetifiee64at.d'n ipr vituns a2 tihatee8etwt 661'01 j1013 by-A1SC Job Truss Truss Type Qty Ply SHEPLEY 11-20-14 BC 663958 003 C o n d 1 COMMON 7 1 B_PMT_E125993_11/42014 4:25:56 PM 123314894 Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 MTek Industries,Inc. Tue Dec 02 08:34:28 2014 Page 1 ID:MVzllniKMAUv_7CjofwuQYz9jwG-rKc?OZuuKYOY6y_ibEx2ptEHBgsGtsHFgWp2S1 yD369 0 7-1-5 14-0-0 20.10.11 1 28-0-0 2an.n 1-0-0 7-1-5 6-10-11 6-10-11 7-1-5 1-0-0 Scale=1:49.3 5.00 12 5x6— 5 3x8 17 18 3x8 q 6 zz- 1.5X4 \\ 16 19 1.5x4 3 7 15 20 14 21 2 8 8t _ 13 22 2312 11 j� 6,6 4x4= 3x8 MT20HS= 4x4= 10 6x6= 9414 18-7-2 28-0-0 9414 9-2-4 9414 Plate Offsets(X,Y)— [2:0-0-0,0-2-7] [8:0-0-0,0-2-71 LOADING(per SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.31 11-13 >818 240 MT20 169/123 (Roof Snow--30.0) Lumber Increase 1.15 BC 0.71 Vert(TL) -0.64 11-13 >396 180 MT20HS 148/108 BCDL 10.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.10 8 n/a n/a BCLL 0.0'BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:93lb FT=0% LUMBER- BRACING- [MCT] TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 7-3-3 oc bracing. WEBS 2x4 SPF-S No.2 MTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.3,Right:2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 2=1415/0-3-8,8=1281/0-3-8,10=258/03-8 Max Horz 2=78(LC 10) Max Uplift2=-666(LC 9),8=641(LC 10),10=42(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2567/1229,3-5=2216/1159,5-7=1998/1122,7-8=2347/1192 BOT CHORD 2-13=966/2248,11-13=-525/1444,10-11=930/2043,8-10=930/2043 WEBS 5-11=256/601,7-11=-600/433,5-13=307/896,3-13=-608/436 NOTES- (11) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL--6.Opsf;h=35ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 11-0-0,Exterior(2)11-0-0 to 14-0-0,Interior(1)17-0-0 to 26-0 0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. �F 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. $ 6)All plates are MT20 plates unless otherwise indicated. Gr 7)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. NUAALC�S 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will UIL io fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except(jt=lb) fiR� 2=666,8=641. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Drawing prepared exclusively for manufacturing by Boise Structural Solutions . V0 December 2,2014 ®IURIHNG-yerHydesigaParam m and UMWIESONIMSAFMIh WEBMITEKREfEREAU AGE HII-7473ratVZ9/101dBMULGE Design valid for use only with MTek connectors.This design B based only upon parameters shown,and is for an individual building component. �0 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbllih/of the MiT®k• erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Chesterfield,MO 63017 lfsoutihtm Aine}SP}:IwnLer:is cpeciTtl:d,Yhe.de�'eBn'vituesue Elmse48ecrhrc06JOSj3D13byAtJiC 1 Job Truss Truss Type Qty Ply SHEPLEY 11-20-14 BC Cond2 123314894 663958 003- COMMON 7 1 B_PMT_E725993_11/4/20144:25:56PM Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 MiTek Industries,Inc. Tue Dec 02 08:34:28 2014 Page 1 ID:MVzllnlKMAUv_7CjofwuQYz9iwG-rKc?OZuuKYOY6y_ibEx2ptEG_gsxttZFgWp2S1 yD369 r•1-0.0 7-1-5 14-0-0 20.10-11 28-0-0 ,gy-o-0 '1-0-o 7-1-5 6-10-11 6-10-11 7-1-5 1-0 Scale=1:49.3 5.00 12 5x8= . 5 3x8 16 17 3x8 4 6 1.5x4 \\ 15 1s 1.5x4 3 7 14 19 13 20 2 8 9 ri �t _ 12 21 2211 10 1cpS 6x6 44= 3x8 MT20HS= 4x4= Us 9-4-14 18.7-2 28-0-0 9-4-14 9.2.4 9-4-14 Plate Offsets(X,Y)- t2:0-0-0 0-2-7j,r8:G-0-o 0-2-7j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.38 10-12 >881 240 MT20 169/123 (Roof Sri Plates Increase 1.15 BC 0.73 Vert(fL) -0.59 10-12 >565 180 MT20HS 148/108 BCDL 10.0 Rep Stress Incr YES. WB 0.38 Horz(TL) 0.11 8 n/a n/a BCLL 0.0 'BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:93 lb FT=0% LUMBER- BRACING- [MCTj TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 7-3-4 oc bracing. WEBS 2x4 SPF-S No.2 Is that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.3,Right:2x4 SP No.3 Installation uide. REACTIONS. (lb(size) 2=1540/0-5.8,8=1540/0-5.8 Max Horz 2=78(LC 8) Max Uplift2=-677(LC 8),8=677(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2838/1230,3.5=2496/1163,5-7=2496/1163,7-8=2838/1230 BOT CHORD 2-12=964/2489,10-12=-540/1689,8-10=964/2489 WEBS 5-10=293/925,7-1O=579/427,5-12=293/925,3-12=579/427 NOTES- (10) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 11-0-0,Exterior(2)11-0-0 to 14-0-0,Interior(1)17-0-0 to 26-0-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=677, 8=677. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Drawing prepared exclusively for manufacturing by Boise Structural Solutions ®WARMi1G•Vest ydesign oaminet m acid READ AUTESON IMAM=11M MIEKREFEREN(E WE 1471.7473 ML 1/t91M489WISE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibilfity of the i1AiTek" erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,OSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Tnra Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 ttsouthernfvm(S01"namber isspecdted thsrdeicevaluesweenate:sactiveO6/CV2013byAL:SC Job Truss Truss Type Qty Ply SHEPLEY 11-20-14 BC 123374895 663958 004 GESI 1 1 B_MGE_E125993_11/4I20144:25:56PM Job Reference o tional Boise Structural Solutions, Biddeford,ME D4005 7.530 s Jul 11 2014 MiTek Industries,Inc. Tue Dec 02 08:34:29 2014 Page 1 ID:MVzllnllONAUv_7CjofwuQYz9jwG-JWAOcuvW5s8Pj6Zv9ySHL4nah4L5cMaP2AYb UyD368 r1-0-0 14-0-0 28-0-0 4rLr1 r1.0.0 14-0-0 14-00 1-0-0 Scale=1:49.8 5.00 12 4x6— 9 3x6 8 10 31 32 3x8 8 7 11 12 30 5 13 4 14 3 15 29 34 1 2 16 17 im [$ 4x4= 28 27 28 25 24 23 22 21 20 19 18 4x4= 5x6= 28-0-0 28-M Plate Offsets(x,Y)— [2:0-0-0,0-0-111,[16:Edge,0-0-11t[22:0-3-o 0-3-Ol LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30,0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 17 n/r 180 MT20 169/123 (Roof Snow=30.0)TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) 0.00 17 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 16 Na n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:100 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SPF-S No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF-S No.2*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-22:2x4 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SPF-S No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-0-0. (Ib)- Max Horz 2=79(LC 8) Max Uplift All uplift 100 lb or less at joint(s)24,25,26,27,22,21,20,19 except 2=157(LC 8),28=270(LC 8),18=269(LC 9),16=171(LC 9) Max Grav All reactions 250 lb or less at joint(s)23,26,27,20,19 except 2=262(LC 1),24=274(LC 2),25=259(LC 2),28=387(LC 2),22=274(LC 3),21=259(LC 3), 18=387(LC 3),16=262(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-8=56/317,8-9=59/432,9-10=-59/432,10-11=56/317 WEBS 8-24=233/273,3-28=284/357,10-22=233/273,15-18=289/362 NOTES- (13) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 11-0-0,Comer(3)11-0-0 to 14-0-0,Exterior(2)17-0-0 to 26-0-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -_ 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSlrrPI 1. 3)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1 �' � 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs � �� non-concurrent with other live loads. LK(1 6)All plates are 1.5x4 MT20 unless otherwise indicated. STRW1 UiAVIIpy 7)Gable requires continuous bottom chord bearing. 4�3 $3 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Tg 10)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will AIAL103 fit between the bottom chord and any other members. - 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,25,26,27,22, 21,20,19 except(jt=lb)2=157,28=270,18=269,16=171. f 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. �V,wlt 13)Drawing prepared exclusively for manufacturing by Boise Structural Solutions December 2,2014 ®IYARAWNS-Wer OsigaPardmeOiseadffMnOTES0KT UMWLUWEDMTEKREFEREiACEPAGEMF7473ie&VD/28lABg{18HAE Design valid for use only with MTek connectors.This design's based only upon parameters shown,and is for an individual building component. • Applicability of design parameters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the responsbillity,of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,OSB-69 and BCSI Building Component 14516 N.Outer Forty,Sulte#3W Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 ttsaud? Phw[SDt:Cumberisspec'Sied,,:ifiedes*nimhjmuethomegectveo6y01,j2o19bVALW Job Truss Truss Type Qty Ply SHEPLEY 11-20-14 BC 663958 301Cond1 GIRDER 1 B_MGMT_E125993_11/4/20144:26:04PM 123314896 3 Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 MTek Industries,Inc. Tue Dec 02 08:34:32 2014 Page 1 ID:MVzllnllWAUv_7CjofwuQYz%wG-j5sWEwxOOnW aZITg4?_zjP1aHECpXark8nFbpyD365 -1-D-D� 7-B-6 14-0-0 21-2-0 2E-0-0 1-o-0 7.9-6 6310 7-2-0 6.10.0 Scale:1/4"-l' 5.00 12 5x8 11 5 4x6 54% 13 4 14 3 6x8 C 6 12 15 7 2 1 x16 = 11 t0 9 8 6x18= 3x10 11 7x10 MT18H= 12x12= 3x12 II 7-8-6 14-0-0 21-2-0 21 28-0.0 7-8.6 B310 7-2-0 0--0 6-&0 Plate Offsets(X,Y)— [2:0-8-0,0-2-101,[3:0-2-0,0-2-41,17:0-8-0,0-2-101,[9:0-6-0,0-6-4),(11:0-6.4,0-1-81 LOADING(per SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.51 Vert(LL) 0.25 2-11 >997 240 MT20 1691123 (Roof Snow--30.0) Lumber Increase 1.15 BC 0.71 Vert(TL) -0.39 2-11 >649 180 MT18H 244/190 BCDL 10.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.05 8 n/a n/a BCDL 10..0 0 BCLL 0 ' Code IRC2009ITP12007 (Matrix) Weight:506 lb FT=0% LUMBER- BRACING- [MCT] TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc puffins. BOT CHORD 2x8 SP M 23 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF-S No.2*Except* WEBS 1 Row at midpt 3-9,6-9 5.9,6-9:2x4 SPF 165OF 1.5E REACTIONS. (lb/size) 7=1765/0-3-8,2=10528/0-3-8,8=16754/0-3-8 (req.0-4-10) Max Horz 2=109(LC 7) Max Uplift7=997(LC 8),2=5776(1_C 7),8=-8995(LC 8) Max Grav7=1795(LC 3),2=10551(LC 2),8=16754(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=18031/9612,3-5=8959/4831,5-6=8986/4834,6-7=1137/2152 BOT CHORD 2-11=8807/16597,9-11=8807/16597,8-9=1878/1084,7-8=-1878/1084 WEBS 3-11=376217044,3-9=9457/5166,5-9=3459/6377,6-9=-5663/10776,6.8=8902/4797 NOTES- (13) 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc,Except member 6-8 2x4-1 row at 0-7-0 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. 1 ' 3)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever OF Iq; left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 � 5)Unbalanced snow loads have been considered for this design. 3�kLJ [dC 6)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. FIA . 7)All plates are MT20 plates unless otherwise indicated. $fib ` 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. K &.3 c 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f T fit between the bottom chord and any other members. 10)WARNING:Required bearing size at joint(s)8 greater than input bearing size. _ NAIs 11)Provide metal plate or equivalent at bearing(s)8 to support reaction shown. _ 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)except(jt=lb)7=997, 2=5776,8=8995. I,I 13)Drawing prepared exclusively for manufacturing by Boise Structural Solutions LOAD CASE(S) Standard Y • December 2,2014 ®WAMMi-ViadIdempparameterWALMBDTESOXR MAi9DT1QW&Fff1MPEFEREAaPAGEMr-7473re¢{/29/nUffWME Design valid for use only with MrTek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MOWerector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdtedo,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 IfS'oatham Pine(SP[ shoseuelTecthm 0Gj&V2013 by ALSC Job Truss Truss Type Qty Ply SHEPLEY 11-20-14 BC 663968 301 Cond1 GIRDER 1 B MGMT E125993_11/4/20144:26:04PM q 123314896 3 Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 MTek Industries,Inc. Tue Dec 02 08:34:32 2014 Page 2 ID:MVz11nlKMAUy_7CjofwuQYz9jwG-j5sV4EwxOOnW aZTg4?_zjP1allECpXark8nFbpyD365 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=80,5-7-80,2-7=965(F-945) ,&WARN=•yerffydesfgnW&ftMnandREARM)TESONVUSANDNNl7.UWNMREFERENUPAOEN7;.--7473mw1/19/ZMVBON 0E Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the WOWerector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and 1101 BWlding Component 14515 N.Outer Forty,Suite R300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 53017 NSou tmm,Pine(SPjhmnber:is spetxR«4tfie.eaiiprsrah,csare VboseerleWveos/0V20�13 byALSC Job Truss Truss Type City Ply SHEPLEY 11-20-14 BC Con d2 123314896 663958 301- GIRDER 1 q B_MGMT_E125993_11/4/20144:26:04PM J Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 MiTek Industries,Inc. Tue Dec 02 08:34:32 2014 Page 1 e ID:MVzllnlKMAUv_7CjofwuQYz%wG-j5sWEwxOOnW aZITg4?_zjPzaHCtpXBrk8nFbpyD365 i-1-0A 7-8.8 14-0-0 21-2-0 8-0-0 '1-0-0` 7-8-6 ' 6.3-10 ' 7-2-0 6-10-0 Scale=1:48.8 500 F12 5x8 II 5 4x6 5x6 73 4 14 3 6x8 6 12 15 2 7 to 6x16= 11 T10 9 8 Bx16= 3x10 11 7x10 MT18H=12x12 = 3x12 11 7-8-6 14-0-0 21-2-0 21 28-0.0 7-" 6-3-10 7-2-0 0.-0 6.8.0 Plate Offsets(x,Y)- [2:0-8-0.a2-101,r3:0-2-0.42-41 17:0-8-o a2-1o) t9:0.6-0 0-6-41 t1 r0-6-4 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Lid PLATES GRIP TOLL 30.0 10. Plates Increase 1.15 TC 0.76 Vert(LL) 0.45 8-9 >739 240 MT20 169/123 (Roof Snow=3 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.69 8-9 >477 180 MT18H 244/190 BCDL 10.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.17 7 n/a n/a BCLL 0.0 ' g BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:506 Ib FT=0% LUMBER- BRACING- [MCT] TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc pudins. BOT CHORD 2x8 SP M 23 BOT CHORD Rigid ceiling directly applied or 4-10-11 oc bracing. WEBS 2x4 SPF-S No.2*Except* WEBS 1 Row at midpt 3-9,6-9 5-9,6-9:2x4 SPF 1650F 1.5E 4. REACTIONS. (Ib/size) 7=14388/0-5.8,2=14491/0-5-8 Max Horz 2=109(LC 7) Max Uplift7=7773(LC 8),2=7899(LC 7) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=27640/14782,3-5=-19442/10456,5.6=19450/10448,6-7=28710/15387 BOT CHORD 2-11=13545/25393,9-11=13545/25393,8-9=14043/26358,7-8=14043/26358 WEBS 3-11=3499/6554,3-9=8481/4633,5-9=7628/14134,6-9=9183/5038,6-8=3526/6599 NOTES- (13) 1)3-pfy truss to be connected together with 1Od(0.131"0')nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-4-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)The solid section of the plate is required to be placed over the splice line at joint(s)4. 9)Plate(s)at joint(s)4 checked for a plus or minus 4 degree rotation about its center. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in.all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=7773,2=7899. 13)Drawing prepared exclusively for manufacturing by Boise Structural Solutions LOAD CASE(S) Standard ®It'ARJ &G-yerfhdelign pammeMn and REM M M ON nOARD DgrlLM KM REFEREACE RAGEMII-7473 res 112912014 1119WOE Design valid for use only with MiTek connectors.This design's based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPll Quality Criteria,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Infoana8on available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Chesterfield,MO 63017 Nsoun,:.aou,efsvfw+nb&rui « ad: r rwh,rsara�tw �ee�,kDcyas)w bVAIL C Job Truss Thus Type City Ply SHEPLEY 11-20-14 BC 663958 301 Cond2 GIRDER 1 B_MGMT_E125993 1114/20144:26:04PM 123314896 3 Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 11 2014 Mi fek Industries,Inc. Tue Dec 02 08:34:32 2014 Page 2 ID:MVzllnllONAUv_7CjofwuQYz9jwG j5sWEwu00nW aZITg47_zjPzaHCtpXBrkBnFbpyD365 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=80,5-7=80,2-7=965(F=-945). ®W WAS-Verify daiV,PatiumMrs and REM NO YES ON 7WAND 1AtXLRIEO NITER REEEREACE PAGE 101.7473 ies V1912M 09D EWE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbilifiy of the WOWerector.Additional permanent bracing of the overall structure is the responsibly of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312 Alexandria,VA 22314. Chesterfield,NO 63017 tl5oudeernP,7u:(�t'tfrntrer:isspec. .e4'�fserYai n-,aausasr3msedaecrue0t./m,�12o13bVAlsc Job Tfuss Truss Type Qty Ply SHEPLEY 11-20-14 BC 123314897 663958 401 VALLEY 1 1 C_PMT_E125993_11/4/20144:25:57 PM Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 MiTek Industries,Inc. Tue Dec 02 08:34:33 2014 Page 1 ID:MVzllnll(MUv_7CjoiwuQYz9jwG-BHQuSGyl94frCjtgOrtXD WwyGBhk3YAZ_zoWp7 FyD364 1 t_10.6 238t 11-108 11-10-6 Scale=1:38.8 4x6= 4 5.00 F12 15 16 3 5 14 17 2 6 1 7 6 g 3x4 13 12 11 10 9 8 3x4 3x6= 0.0„10 23-8-12 0-0-10 23.8.2 Plate Offsets(X Y)— [12:0-1-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plates Increase 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 1691123 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.09 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Ina YES WB 0.14 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 ' Code IRC2009rrP12007 BCDL 10.0 (Matrix) Weight:65 lb FT=0°h LUMBER- BRACING- TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 640-0 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-12:2x4 SPF-S No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SPFS No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-7-9. (lb)- Max Horz 1=54(LC 9) Max Uplift All uplift 100lb or less at joint(s)1,7,10 except 11=-176(LC 8),13=269(LC 8),9=176(11LC 9), 8=269(LC 9) Max Grav All reactions 250 lb or less at joint(s)1,7 except 10=373(LC 1),11=472(LC 2),13=394(LC 1),9=472(LC 3),8=395(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-1O=292/145,3-11=393/272,2-13=308/302,5-9=393/272,6-8=305/301 NOTES- (9) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)0-9-1 to 3.10-6,Interior(l)3-10-6 to 8-10-6,Extedor(2)8-10-6 to 11-10-6,Interior(1)14-10-6 to 19-10-6 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. OFiQ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. XV5,11 ��� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7,10 except(jt=lb) 11=176,13=269,9=176,8=269. 'STrRUC-TU-aL t_ 9)Drawing prepared exclusively for manufacturing by Boise Structural Solutions X42$3 December 2,2014 ®WNA W-11riflydesigaparame@rsacidNEARMTESONTNTSARMNaUDEDNITISKRUEREAaPAGEMI-7473mi6I/t9/ZMHOR NE Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Bulfding Component W15 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 31 Z Alexandria,VA 22314. Chesterfield,MO 63017 NsautnesnPare(SPIliumbcr.a gwiiNgA Lftadeitpval&wsam arose e6ectlre as/01120l'4 byAISC Job Truss Truss Type City Ply SHEPLEY 11-20-14 BC 123314898 663958 402 VALLEY 1 1 C_MGMT_E125993_1114/2014 4:25:57 PM Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 MTek Industries,Inc. Tue Dec 02 08:34:34 2014 Page 1 ID:MV71Inl IQNAUv_7CjofwuQYz9jwG-gUzHfczfwOnigtSsxV2S28UOa519Hej8CSGMghyD363 9.10-8 1 1 No.6 9.106 Scale:3/8"=l' 4x6= 3 5.00 12 1.5x4 II 12 13 14 1.Sx4 II 11 4 2 10 15 1 5 d b 4x4 9 8 7 6 4x4 1.5x4 I I Us= 1.5x4 11 1.5x4 I I 19.6-2 1 12 19.8-2 0410 LOADING(psf) SPACING- 2-0.0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.41 Vert(LL) n/a n/a 999 MT20 . 169/123 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.23 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 `BCDL 10.0 Code IRC20091TP12007 (Matrix) Weight:46 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SPF-S No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF-S No.2 BOT CHORD Rigid ceiling directly applied or 1D-0.0 oc bracing. OTHERS 2x4 SPF-S No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-7-9. (Ib)- Max Harz 1=52(LC 8) Max Uplift All uplift 100 lb or less at joint($)except 1=102(LC 8),5=111(LC 9),9=326(LC 8),6=326(LC 9) Max Grav All reactions 250 lb or less at joint(s)1,5 except 7=293(LC 1),9=593(LC 2),6=593(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=-458/366,4-6=458/366 NOTES- (8) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Ezp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)0-9-1 to 3-9-1,Interior(1)3-9-1 to 6-10-6.Exterior(2)6-10-6 to 9-10-6,Intedor(1)12-10-6 to 15-11-11 zone;cantilever left and right exposed;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. T 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 lb uplift at joint 1,111 lb uplift at joint 5, 1'Qfz 326 lb uplift at joint 9 and 326 lb uplift at joint 6. - 8)Drawing prepared exclusively for manufacturing by Boise Structural Solutions h sr'f kV A December 2,2014 ,&W4 MM-V&9y&#p Parmm.WRW ROTESONIMSAN IRl1fR8 NITER REFEREN12 PAGE HU-74n mt 1129/2D 0901ELIN Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbillity of the erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding WOW fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite a300 Safety Information available from Truss Plate institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 BSouthomPino(SPItumber-.uspac.if[ed,tilre.9> •iBnvYkuswit 8roceeBectveWd#V2013byALSC Job Truss Truss Type Qty Ply SHEPLEY 11-20-14 BC 123314899 663958 403 VALLEY 1 1 C_MGMT_E125993_11/4/20144:25:57PM Job Reference(optional, Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 Mi-ek Industries,Inc. Tue Dec 02 08:34:34 2014 Page 1 I D:M Vzl lnl KMAUv_7CjofwuQYz9jwG-gUzHfczfwOnigtSsxV2S28U RR53cHev8CSGMghyD363 7-10-6 15-8-12 7-10.6 7-10-6 Scale=1:25.7 5x6= 3 5.00 12 10 11 12 1.5x4 II 9 1.5x4 II 2 4 1 5 d o A d 3x4 8 7 6 3x4 1.5x4 I I 1.5x4 I I 1.5x4 I I 10 15-8-12 10 15-8-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.23 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.07 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:38 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF-S No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-7-9. (lb)- Max Horz 1=54(1.0 9) Max Uplift All uplift 100 Ito or less at joint(s)1,5,7 except 8=268(LC 8),6=268(1_C 9) Max Grav All reactions 260 Ito or less at joint(s)1,5 except 7=380(LC 1),8=426(LC 2),6=426(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7=304/216,2-8=337/315,4-6=337/315 NOTES- (8) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)G-9.1 to 3-10-6,Interior(1)3-10-6 to 4-10-6,Extedor(2)4-10-6 to 7-10-6,Interior(1)10-10-6 to 11-10-6 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05:Pf=-30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. " 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,7 except(jt=lb) 8=268,6=268. Ej 8)Drawing prepared exclusively for manufacturing by Boise Structural Solutions a No-4 Vw' December 2,2014 ®INAMM-MrBydrWfga pammemrs aadRMO BOTESON MMAND=1000 WTEKREFEREAKF PAGE W-7413 ree 1129120I499a ME Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. ®�• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individuat web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute.781 N.Lee Street Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 ff5outhem PowISPItumber:is wi&Lie4*t odatignntuesaretms affect mOG/aVm13byA;L'W Job [Toruss Truss Type Qty Ply SHEPLEY 11-20-14 BC 123314900 663958 4 VALLEY 1 1 C_MGMT_E125993_11f4/20144:25:57PM Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 Mirek Industries,Inc. Tue Dec 02 08:34:35 2014 Page 1 ID:MVzllnlKMAUv_7gofwuQYz9jwG-WfsyzHhivZR112VCZhbL1 Z7UM005yHR6?vC7yD362 i 5-10-6 11-B-12 5-10.6 5-10-6 Scale=1:19.1 5,15= 2 5.00 12 5 6 3 1 d 0 4 3x8 1.5x4 II 3x8 11-8-2 11- 12 11-8-2 0440 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.42 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.32 Vert(TL) n/a n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCLL 0.0'BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:24 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SPF-S No.2 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF-S No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer nstal ati n guide, REACTIONS. Qb/size) 1=222/11-7-9;3=222/11-7-9,4=578/11-7-9 Max Horz 1=52(LC 8) , Max Uplift 1=1 31(LC 8),3=140(11-C 9),4=233(LC 8) Max Grav 1=232(LC 2),3=232(LC 3),4=578(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 24=390/372 NOTES- (9) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.ll;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C11=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads, 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)1=131, F 3=140,4=233. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Drawing prepared exclusively for manufacturing by Boise Structural Solutions O� ME�U T f3}CTI f IAL rn: P.402$,- December 2,2014 ®WARd9NS-yerffrdesipParamemnacidREMW7ESON7NISANDMUMEDNITEKREFEREACEPAGENIf-1473m&1129IM46AMME Design valid for use only with MTek connectors.This design's based only upon parameters shown,and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the respombillity,of the MiTek erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component M15 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 NSouthem Pure(SP) byALSC Job Truss Truss Type Qty Ply SHEPLEY 11-20-14 BC 123314901 663958 405 VALLEY 1 1 C_MGMT_El25993_11/4/2014 4:25:57 PM Job Reference o tional Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 MiTek Industries,Inc. Tue Dec 02 08:34:36 2014 Page 1 ID:MVzllnlMAUv_7cjofwuQYz9jwGcs5141_vS?t Q3BcF3w4w8ZanfulnlZaRfmr rkayD361 i 3-10-6 74,12 3-10-6 3-10-6 Scale=1:14.7 U4= 2 5.00 12 7 6 8 5 3 1 d d 4 2x4 1.5x4 II 2x4 741-12 7-8.12 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud. PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.25 Vert(LL) n/a n/a 999 MT20 1691123 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.09 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCLL 0.0` Code IRC2009rrP12007 0 BCDL 10.0 (Mainz) Weight:151b FT=Ok LUMBER- BRACING- TOP CHORD 2x4 SPF-S No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF-S No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SPF-S No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer guide,Installation REACTIONS. (lb/size) 1=155/7-8-12,3=155/7-8-12,4=311rr-8-12 Max Horz 1=9(LC 8) Max Uplift 1=104(LC 8),3=106(LC 9),4=132(1_C 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2.4=234/262 NOTES- (8) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)zone;cantilever left and fight exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires Continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=104, w 3=106,4=132. RA OF&W 8)Drawing prepared exclusively for manufacturing by Boise Structural Solutions 'es 33TF t1 TURAL t�v�4��83 •. WAv December 2,2014 ®R6ARl W-Vffdy&srpapwm anaadUMIWTUONVUSAWDaUOEDWYEKREFERENCE PAGE Pft-1473resVZ9120UWMWE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is respormbliy of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,OSS-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 BSoulthmn Pino ISPj tumberis&pecdie4*w.d*Agnv41uesare Owse-.esective06/01/2013 byALSC Job Truss Truss Type Qty Ply SHEPLEY 11-20-14 BC 123314902 663958 406 VALLEY 1 1 C_MGMT_E125993_11/4/20144:25:57PM Job Reference(optional) Boise Structural Solutions, Biddeford,ME 04005 7.530 s Jul 112014 MiTek Industries,Inc. Tue Dec 02 08:34:36 2014 Page 1 ID:MVzllnlKMAUv_7CjofwuQYz9jwG-cs5141 vS?1Q3BcF3w4w8ZagaumKLZVRfmrrkayD361 1-10.6 3-8-12 1-1" 1-10-6 3x6= Scale=1:7.1 5.00 F12 2 3 1 d 2x4 2x4 3-8-2 2 382 91io Plate Offsets(X,Y)— f2:D-3-0,Edge) LOADING(pbfl SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.D6 Vert(LL) n/a n/a 999 MT20 169/123 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.06 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0' Code IRC2009/TPI2007 (Matrix) Weight:6 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF-S No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins. BOT CHORD 2x4 SPF-S No.2 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation cluicle. REACTIONS. (Ib/size) 1=111/3-7-9,3=111/3-7-9 Max Horz 1=2(LC 6) Max Uplift 1=62(LC 8),3�62(1_C 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)automatic zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 8)Drawing prepared exclusively for manufacturing by Boise Structural Solutions LTU TRUORTIJfiaC a, VAA December 2,2014 ®WARfSMi•Veritydesfga/amalemaadREADWTESONWSAfl071%iLWDKRENRUEREN(E PAGE 14If7473reLI/1912014BI MLM Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component a responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPt1 Quality Criteria,DSB49 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Hsoudmm thne(SO):tumb"is specifie4.ihe.deshM vWuesart dmuefftttivtO6W2013byALSC Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y p 1 /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0'/ib N,:, wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor I OuY 3. Never exceed the desi n loadin shown and never 9 9U = stack materials on inade uatel braced trusses. qa U y 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c a a cs- designer,erection supervisor,property owner and plates 0-149' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. b text in the bracing section of the by AWC in the oppro012 NDS Y 9 SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. -Min size shown is for crushing only. 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front:back,words and pictures)before use.Reviewing pictures alone ,. Plate Connected Wood Truss Construction. Lai is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component SafetyI/ Information, Rfiffek 20.Desi n assumes manufacture in accordance with Guideto Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.01/29/2013 Fire destroys Centerville garage early this morning CapeCodOnline.com Page 1 of 1 ram- �. M� i Fire destroys Centerville garage early this morning , By K.C. MYERS kcmyers@capecodonline.com January 24,2014 7:24 AM CENTERVILLE-Fire destroyed a garage attached to a home shortly after midnight today. The 10 Nottingham Drive home, owned by Geneva Figgie, had significant smoke damage,while the garage itself was"fully involved"with heavy fire when the firefighters responded at 12:34 a.m.,according to a press release from the Centerville-Osterville-Marstons Mills Fire Department. Figgie and her daughter escaped without injury,the release stated. The home is a 2,400-square-foot, one-story ranch,the release stated. It's valued at$288,700, according to assessor's records. Copyright @ Cape Cod Media Group,a division of Ottaway Newspapers,Inc.All Rights Reserved. http://www.capecodonline.com/apps/pbcs.dll/article?AID=/20140124/NEWS 11/14012985... 1/24/2014 4 �W TOWN OF BARNSTABLE Permit No. --------_------------------- Building Inspector .... Cash --------------—----- -- —- �0wit OCCUPANCY PERMIT Bond ----—_------- "No building nor structure shall be erected, and no land, building or structure shall be used for a new, different, changed, or enlarged use without a Building Permit therefor first having been obtained from the Building Inspector. No building shall be occupied until a certificate of occupancy has been issued by the Building Inspector." Issued to t-ommoini-ty Prope' -i p.g Address Wiring Inspector Inspection date Plumbing Inspector Inspection date Gas Inspector Inspection date Engineering Department Inspection date THIS PERMIT WILL NOT BE VALID, AND THE BUILDING SHALL NOT BE OCCUPIED UNTIL SIGNED BY THE BUILDING INSPECTOR UPON SATISFACTORY COMPLIANCE WITH TOWN REQUIREMENTS. ...................................................... 19......_ _ ........................................................ _. . ...._ ._...._._...._._.._._._ Building Inspector 113 S�` 1, o-r- I N 15/ coo •5Q. F-T o � Q I � 1 /C DOv1V dA T/©/V w 3 Q '7 0 C 1 4 ) V Ie J 0 C. "'`'t ' N Y E w CQTIFIED pLbT PL./�.�1 4 LaGATtotJ CEN'T'�.R�/t L L..C. ' r. ''r ScnLC 30' bAT� 1z� 1 o/T9 cwzTtr-,f Ts4AT' THE FOUNDA'TiON 5Uaw►.l NEQEoN CO APLYG W tTi4 -rwG 5{L7E.l INS LO,`r 1 AWC> SET$ACIG 1;'E4UlQeM&WTS OF -r"E. 'To W tJ of L3 A 2 N S-i-A Q3 t.->= M-A N Soo K. Z4-7 P>,4,G m 'e+ . RE G l S rc�z�D LA t.1 p SU e V`Yo�ZS Tt-1<I�S M—AW 1-f, QOT <.M SE'D Uw-i Ai-3 - oSfi��Vlt_t.L= 0 1tr(ASS• tt•lyT><'�J� t.1T SvZvc.Y ;I-lwULr> APPt_.l G.AtJT 61AM0u,TY �va�rncs �n� l.1C.1 �G U'iC:C� ZU 1DQ:PCe.Mit*4 LOT Lli,4as rat►-ter FLvw = tto �c,3 = 330 �•Pb• �EE:7�t c -r A+-E k = 330,E (�,c.% = 4-9 S 6.P.v. U Sf---- [o C)Ca G A t_. E � E Gx� tow Eocx) <G.o.L-. \� _ �!T" i��� St+ � 2.S � 37S f�.P.D. . t�;'.•1- � 'e. $C71TCi.tll A.2�A r �..C> ST=. FEt1C D L&T k U IJ Zta—r L I"!u 02 US;. Ik 14 Tot► Fw�as+co.c� i�n� / '•Oil :' Q .C�(� CGA Pve I o00 �Ny r -Box `�(� Sc-vrtc T?�N K .I000 l�t..p �Nv !uv�I,A •t• 1 6AG H A wrrN .; 1 fa��l'Iz WAfNGD STOWE-- 9V C CCZTtI;-IaD p•LC)r L O CA T i o" LO W A-'C . I CE,tzTtE=l-{ Ta-Wr Tt-1s✓ PQUPDt , Silotiut.! P1._L�,t�1 Rt==i_.Rc�.1GE t--lE.i:Ebl..l Gir,V1PL�l� �,v E-rt•-� Tt-+� St a� �t!-a� �©"'i"" � A>•.fr-> °:Er't"L"'•hGk: �'CCyt�tf:LM�:_�Zs O� TNC. 84 2sAXTCti17. G;. 4JYL iQr-- f2CGiS tLIZ uF-VaYO�'-� LIOT L;A-iC=1� Ut y O TEG=VIL_t_L U l�r'LS7. iN Yi_`.J.:/li=��+�• �/U�;�%L��' � "felt•_, i>Ft=�ii[�i i!•1L`�JtTJ 11.F•?{-:l_C G11.!-JT /� r '. r C' }. U•.i_, , t�, tit=_1 E�+�Mc�IC: �'Y l_tN4.� _ _ -- �MNUl..�lt►�{ P�������. , R>t� P Ass is map and lot nu pB,",�2'F�-P{±6�.X .....4 .� Sewage Permit number ... ?............................................... 9 $. . NOR =NCO House number .�.......- �Q...................................... rhea • 1AfITN TITLE p 2639. 0� D"ONMENTAL C'. orrara�. TOWN OF BARNSTAN EGULA`�!," BUILDING INSPECTOR APPLICATION FOR PERMIT TO ...... 49.M. y Nl"f y �o �?L ► Tl is C,(3.................. .R► .. ....................... TYPE OF CONSTRUCTION r ...... ..................:............................................ ..........QCrT'..z.��,................19 9. TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a permit according to the following information: Location Cc,R.NE.R.....�11Q ^.1. �TN.I�.M....DR1.Y. ...17.a�D S;TA61F.. '1�......C.ErvTt=.R.tiiI� E'.................. ProposedUse .5.IN.G.ia.k......t'.Aka. l.y. .. .P.H .Or. .WA.................................................................................................... ZoningDistrict .. ..........................................................Fire District .............................................................................. Name of Owner P!ip?g!Ti� ..........Address 0A X 31.5..t -!R® SIAAQ�mg�.4..,vZ6ca Name of Builder 9TER......CoT. ,T. IS.......................Address ...Al:S.... og. i ........................................................ ................ Di 1� S B 0 �r DST�R(I.L t .Name of Architect ............�!.........C�:...�........1�......................Address .- __ �...... .......................................................... Number of Rooms 7'" I.O.E.A.Ri.VOIS........................Foundation .cS AR:7..!Awg.q.qU...................................... Exierior `�AP.I nAR.DS..t.w.►.►.T.k...� !?A1�....Sb. ma.' s..Roofing ..6.s/0.! A..�r.............................................................. Floors ... ....PWA...CaY.F IV.;..................................Interior ....P.fib!.4,A- : t........................................................... Heating ......... ..zo.NE.. A.% ......Plumbing ...C.op(alqk....,................................ ........................ Fireplace ................................................`..........7............Approximate Costs, OoO.. ............................... Definitive Plan Approved by Planning Board ---S____________19 7 Area .....CV 1...`... .. SO Diagram of Lot and Building with Dimensions Fee .��....a.............. SUBJECT TO APPROVAL OF BOARD OF HEALTH 'BQN v I hereby agree to conform'to all the Rules and Regulations of the Town of Barnstable regarding the above construction. w Name . ... ... .......................................... Community Properties �4 21886 one story . ................. Permit for .................................... single family dwelling . ............................................................................... 10 Nottingham Drive Location .............................. ............................... Centerville .......................... ................................................... Owner ......Com.muni.t.y..Pr.o.p 6r.t.i,.es...................... ........ ... Type of Construction .......................frameaJ . ......... ...................................................................... Plot ............................ Lot ................................ 79 December 13 Permit Granted ..........................................19 Rate of Inspection ......19 -Date Completed ............. .. -,�......19 41 PERMIT REFUSED ................................................................ 19 ........ ..... ...............................*................... .................... ... .......... .. . .... ....... ............... ... . .... ... ... ......... .......... Cr 'App r +�. ................................ ................. 19 sl . ........................... .................................... .......... .. . ... .............................. . . ..... ...... . .... ,m3716560RECEIPTFORCERTIFIEDMAILNO INSURANCECOVERAGEPROVIDED-NOT FOR INTERNATIONAL MAIL(SeeReverse)—Mr^—EetejT—Cotaig^i-s-STREETANDNO.^10NottinghamDr.P.O.,STATEANDZIPCODE'^Centerville.MA0263POSTAGECERTIFIEDFEESPECIALDELIVERYRESTRICTEDDELIVERYSHOW TO WHOM ANDDATE DELIVEREDSHOWTOWHOM,DATE.AND ADDRESS OFDELIVERYSHOWTOWHOM AND DATEDELIVEREDWITHRESTRICTEDDELIVERY,SHOWTOWHOM,DATEANDr?OTE-SS,OFDELIVERYWITHIRESTRICJEJDELIVERYAL/DSTAGEAND^FEEzr:/t '-STICKPOSTAGESTAMPSTOARTICLETOCOVERFIRSTCLASSPOSTAGE,CERTIFIEDMAILFEE,ANDCHARGESFORANYSELECTEDOPTIONALSERVICES,(seefront)1.Ifyouwantthisreceiptpostmarked,slickthegummedstubontheleftportionottheaddresssideot-thearticie,leavingttisreceiptattached,andpresentthearticleatapostofficeservicewindoworhandittoyourruralcarrier,(noextracharge)2.Ifyoudonotvyantthisreceiptpostmarked,stickthegummedstubontheleftportionoftheaddresssideofthearticle,date,detachandretainthereceipt,andmailthearticie.3.Ityouwantareturnreceipt,writethecertified-mailnumberandyournameandaddressonareturnreceiptcard.Form3811,andattachittothefrontofthearticlebymeansofthegummedendsifspacepermits.Otherwise,affixtobackofarticle.EndorsefrontofarticleRETURNRECEIPTREQUESTEDadjacent to the number.4.Ifyouwantdeliveryrestrictedtotheaddressee,ortoanauthorizedagentottheaddressee,endorseRESTRiCTEDDELiVERYonthe frontotthe articie.5.Enterfeesfortheservicesrequestedintheappropriatespacesonthefrontofthisreceipt.Ifreturnreceiptisrequested.checktheapplicableblocksinItem1ofForm3811.6.Savethisreceiptandpresentitityoumakeinquiry.^cpo.^-zsg-ass UNITED STATES POSTAL SERVICE OFFICIAL SENDER INSTRUCTS Frint your name,address and 71P Codafii •Complete items 1,^end3 ( •Attech to front of enlcle if s otherwise affix to beak ofa • Endorse erttele "Return ReceiptRequested" ediecentto number. RETURN TO Joseph D.DaLuz (Name of Saukr) Town Office Building (StxeetorPABcK) Hyannis,MA 02601 (Qty,SState,and ZIPCo(te) #SENDER:Complete items 1, 2,&nd 3. AdJ youi address in tiie "RETURN TO"space on 1.TTiC foUowirsg serviceis requested (check one;),,,, CD Showto whomanddate delivered < CD Show to whom,date and address of delivery;,.it •RESTiliCTtD DELIVERY Show to whom and date delivered...i.I if •RESTRICTED DELr/ERY. Show to whom,date,and address of delivery.! (CONSULT POSTMASTER FOR FEES) ARTICLE ADDRESSES TO; Mr.Peter Cotatgis 10 Nottingham Drive ,..Vwa*V -X.J-f i-iti vy 3.ARTICLE DlCCaiPTSON: REGISTERED MO.CERTlFSfcD NO.INSURED NO. 3716560 (Aiways obtain signature of addressee or agent) I have received the article described above. SIGNATURE CAddressee C3Authoiized agent PATE Of DELIVER RcsS iComblote only H requested) 8.UNASLE TO DELIVER BECAUSE: POSTMARK CLERK'S INITIALS ^GPO :1979-288'848 -'Joseph D.DaLu2 telephone!775.1120 Buildhz Intptdo'EXT.107 TOWN OF BARNSTABLE BUILDING INSPECTOR j 0 TOWN OFFICE BUILDING HYANNIS,MASS.02601 July 8,1980 Mr.Peter Cotatgis 10 Nottingham Drive Centerville,MA 02632 Dear Mr.Cotatgis: Welcome to the Town of Barnstable.I trust you will enjoy our Town and help us to preserve our local laws. First,before we issue you an occupancy permit,I have been informed by my Inspectors,that there are visible signs of an office operation in your new dwelling.I trust that is not the case. You are presently located in a residential area and single family dwellings only are permitted.Any other acti vity would be in violation of zoning and subject to Court Action,Needless to say,this office is committed to the enforcement of zoning.Therefore,an occupancy permit would be issued for a single family dwelling. Should you have any questions,please notify this office Peace JDD/df cc:Town Counsel Joseph D.DaLuz Wilding Inspector