Loading...
HomeMy WebLinkAboutSUBMITTED PAPPERSr^� All APPLICABLE • MUST BE COMPLETED FOR APPLICA!tIONTO BE ACCEPTED .;�, r • 1 1, Planning ond Development Servites Building and Code Regulation oivision Ai Virginia Avenue, Fort Pierce FL 34982 Commercial APPLICATIONPERMIT Lot No. Blockiw Site Plan Name: Project Name, •, Setbacks 'e^ uz,'C.�.- m ;;yy���,;�� `z' _ ' r"➢� .,,, s A, r .� .u� `r` - ds. ,r y� 'IF R :I. SI 14'�IP'.rs •I k 1Snu�� nl ,'wE ,.S el . Pa G_Ln?J ..eV t .4.-3 i tti`.• .y'A, )nA,7 M1^ 4 x' :.. -.x 11'k. +, i e yt 4` : +.ft%R^"' �� � ii.. Y'.�.1.. + 4-ate+. �.CYS�C •"! a. tikt�i �".ii61eS" ..: :,t e f+.�:`. e L�i�f�'�'�:..�.w.%�.•n"-�r�� ..��rtfi�atTL7T1R ,ACIlltilal wom to DE Pei Iul Iuep u, I... I...... ,.•.....�,.••-••-- rr.- _ Mechanical �GasTank _Gas Piping _Shutters Electric '! Plumbing , Sprinklers _ Generator Total Sq. Ft of Construction: Sq. Ft, of First Floor: _ Cost of Construction: $ S Utilities: _Sewer _Septic City: f�Y Pali' State: ,I Zip Code�� Fax: Phone No.V7P1-?La - 13 E-Ma i I: SJ,� I C I Ctfle� 9 1 t) V V V 11 i i 1 it a wv, •' Fill in fee simple Title Holder on next Page (if different from the Owner listed above) Na City: Zip Code: Phone No State or County 'value of construction Is 2500 or more, a RECORDED Notice of Commencement is Windows/Doom �! Roof Building Height: Fax: State:, I,a DESIGNEFVENGINEER. f _ Not Applicable MORTGAGE COMPANY: Not Applicable Name: L t Ir)W Name: Address: IS S o, &,lei if Address: City: 2Y0 State: City: State: Zip: loO Phone 1?A - Al-7 - Zip: Phone: FEE SIMPLE TITLE HOLDER: Not Applicable BONDING COMPANY: Not Applicable Name: Name: Address: Address: City: City: Zip: Phone: Zip: Phone: OWNER/ CONTRACTOR AFFIDVIT: Application is hereby made to obtain a permit to do the work and installation as indicated. I certify that no work or installation has commenced prior to the issuance of a permit. St: Lucie County makes no representation that is granting a permit will authorize the permit holder to build the subject structure which Is in conflict with any applicable Home Owners Association rules, bylaws or ancovenants that may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that I will, in all respects, perform the work in accordance with the approved plans, the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures, swimming pools, fences, walls, signs, screen rooms and accessory uses to another non-residential use otice of Commencement may result in your paying twice for WARNING TO OWNER: Your failnice improvements to your propertymmencement must be recorded and pasted on the jobsite before the first inspection. If yon financing, consult with lender or an attorney before om cing wor cordin ommencement. S acute of Ownerl Lessee/C ra crasAgentfor = Signature of Contractor/LicenseHolder STATE OF FLORI _°;i;,z ''' STATE OF FLORIDA COUNTY OF s COUNTY OF The f rgoing instr en was acknowledged before a �C� The forgoing instrument was acknowledged before me thisrdayof 20LIP by ifm—T this_ day of .20_by .9� i d-age C gT 2 QVVIA 5 (Na of person acknowledging) 18 (Name of person acknowledging) a f (Signature of Na ry Public -State of Florida (Signature of Notary Public• State of Florida) / Personally no n OR Produced Identification Personally Known OR Produced Identification Type of Identif c ti Type of Identification �. Produced Produced Commission 41 (Seal) Commission No- (Seal) REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE RECEIVED DATE COMPLETED ev, Planning & Development Services Building & Code Regulations Division 2300 Virginia Ave. Fort Pierce, FL 34982 (772)462-1553 Fax 462-1578 PLEASE SELECT ONE OF T RE FOLLOWING: CHANGE OF CONTRACTOR — Change of Contractor is to be signed and notarized by the property owner, and the new contractor of record for the current permit. A new permit application must also be completed with new contractor information and signature. A new Notice of Commencement must be filed in the new contractor's name XTIb vcopy must be submitted prior to ncing any work. There is a $50.00 fee £or the Change of Contractor.Completed by the general contractor. w subcontractor must fill out a Sub Contractor Agreement Form. There is a $50.00 fee for the Change of Sub - Contractor. CANCELLATION OF PERMIT — The cancellation of a permit is acceptable only if no work has been done. Cancellation of permit is to be signed and notarized by both the owner and qualifier of record. There is no fee for cancellation of the permit. Date: / V - 3" 1 to. Site Address: Original GC, subcontractor or owneribuilder New GC, subcontractor Permit Number: /J U t s. 0 Ty t9 - License SLC License License SLC License Reason for Cancellation The lmdcrsigDed does hereby agree to indemnify and hold harmless St. Lucie County, its officers agents, and employees from all costs, fees, or damages arising from any and all claims of. action: any reason., which may arise asa resulof this change of contractor/subcontractor or cancellation of nermil hermit cannot be jAncelled if aril has been performed. PRINT State of Ronda, County ofSL Lucie County The following inomment �was acknowledge eforc me this 20AA, is personally know to me Signature of Notary /A Date AUOREY B. HUMPHREY Revised 04/L5/.l ey, MY COMMISSION Y FF 174772 EXPIRES: March 6, 2019 's,'r, "7t o tioadednaatblarr Pubr.UMemBen SIGNATURE GENERAL CONTRACTOR (or new GC, as applicable) PRINT Stale of Florida, County of St. Lucia County The following instrument was adenowledged before me this _day of._ 20— by .— is personally know to me or who has produced as ID. Signature or\ntary Date Planning & Development Services Department Building & Code Regulations 2300 Virginia Avenue Fort Pierce, Florida 34982 (772) 462-1553 OWNER/BUILDER AFFIDAVIT DISCLOSURE STATEMENT F.S. 489.103 (7) EXEMPTIONS State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must provide direct, on -site supervision of the construction yourself. You may build or improve farm outbuildings, a one -family or two-family residence for your use and occupancy. You may also build or improve a commercial building at a cost not exceeding $75,000.00 as long as it is for your own use or occupancy. You may not build or improve said structures for the purposes of selling or leasing that building. If you sell or lease a building you have built or improved within one year after construction is complete, then a presumption is created that it was built or improved for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person to act as your contractor or to supervise people working on your building; it is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. You may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Your construction must comply with all ap le laws, ordinances, building codes, and zoning regulations. Initial ir I understand that the building official and inspectors are not there to design or give advice on how t car the minimum code. Initial I understand that as an owner -builder that any contract disputes with sub -contractors and I must be handled in a civil court with the advice of an attorney. This department will not mitigate any contract disputes. Initial I understand that if I compensate any person or company for work performed they are required to be licensed in this jurisdiction. If for some reason they do not possess a license, I may be responsible and liab r the cost of the license. Initial s I understand that if any person that is unlicensed and uninsured gets injured on my construction project - they may be entitled to workmen's compensation. I could be held liable for all doctor, lawyer and relate 'cal cost, which could include loss of wages during recovery from their injury. Initfa To qualify for this exemption under this subsection, an owner must personally appear and sign the uilding permit application and initial the above. I hereby acknowledge that I have read and understand the above disclosure statement an I further understand that any violation of the terms of the owner/builder exemption shall be reported by a Boil 'ng and Zoning Department to the Fl rida State Department of Professional Regulation. Signed and ack owledged n this day of Al of 20 . STATE OF FLOP-IDA Evas COUNTY OF //The fo �egoinginstrumelt m �4 edged before me this � day of (J''!/T . 20' l0 by 12 WQi who is personally known to me, or who has 4Sirat d asidentification. reof Ty e r Print Name of Notary(Seal) o lie Co mission Number SLCPDSD Revised 05/15/2014 'a ••°i, =i.ti:••,.=: . HUMPHREAUDREYB MYOOMMISSIONOP172 EXPIRES: March 6, 2019PY7 •'•'1„'oi� TW Bonded Thin Notay Publlo0ndeani@rs PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Corti.tication Number (i£ applicable): (Type of Trade) For the project located at Sub -contractor for (project Street Address or Property Tax (Primary Contractor) have agreed to be the It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown. on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Iv� Business Name; Address: 1 n C City/State/Zip: CO'IVI email: _ 1 v�--��fQ.� \ A • � ,q BRIN_- El?t-1`liE� STATE OF OR1DA, COUNTY OF THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THI5 DAY OF 20, BY I I WHO IS PERSONALLY KNOWN OR HAS PRODUCED ` C ' AS IDFNTIF1CATTON. ✓�(STAMP) SIGNATURE NOTARY PUBLIC PRINT NAME OF NOT Y UBLIC SLCPDS: 08/06/2014 r�. . S' '���: M1IYCOOflEY&HUMP MMISSIOHYP�t74�772 EXFIFc'S: MaMl6, ?R?S1a''anMM Thm �.bta Fl: 2019 ry NgUMem�an 1 / PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): Name/Individural." Imo) For the project located at have agreed to be the Sub -contractor for (Primary Contractor) &_PCA- Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Address: City/State/Zip: G a - 3 P'7 3 email: �Jjy mil. WFLORIDA, COUNTY OF THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS —a DAY OF PRODUCED SLCPDS: 08/06/2014 t0-3-20(40 WHO IS PERSONALLY KNOWN OR HAS AS IDENTIFICATION. EM] YdHUINPHREYISSIONgFF 174772: March 6, 2019pryPubGountle,N,rt� R!!}.iii OCT-04-2016 23:42 From: Ta 7724621578 Paee:2/2 JOSEPH B. SMITH, CLERK -L' THE CTRCUI, COURT - SAINT Ix- ,`E COUNTY FILE # 4235187 OR HOOK 3918 PAGE 1093, Recorded 10/04/2016 09:49:23 AM NOTICE OF COMMENCEMENT Permit No. ] t�' Q TL/ fs Yast Faun No, �14�4. rod 31 no a3Topo —0 State of Florida Oeumofst.tude Tbmadersigmd hembVghms notice that enprovemoltwill be made to eertelnreal property, and In aemfdance with Chapter710, Florida Staydes, the fallovMg Information Ispro,dded In thlsNatlse of Commencement o�dt`s�soPs-unik4_ g►kan lerl� (oa- 3�81 �Genamldascdpthm Mbnpfovgmeat: _ AIQ.U) _Ui.&Ll." CVA Q owwWarowdoner to wjnfwmaticn Nthe Lessee cantratted for the himiniament: %Name e7vUA Q W Address cl Wa yU A& ¢hfA W Q. ar Interest In property, Name andaddress of fee simple Weholder Ofdifferent Pram Owner listed above): surdy fdapplicable, a eopyof the payment bond is ettadwd): Amount otbond: $ Nameandaddresse PhonemlmhPl I.WerNams Phone Number. tender's address: Persons within the State of Florida designated by0vmer upon whom natives or atber doa"nents may be served as provided 713.39(1) (a)7, NaddaStatutes: Name:. _ Pbone Number'„ _... .... Address-. In addition to himself orhersek Owner dolimates of Uener's Notice as prodded in Section j 3}�1 (1) (b), Florida Statutes. Phone number of Person or entity designated by Omer. to receive a ropy of the Expiration date ofnotim ofmmmerteament: (the mphallan date may not be before the completion ofcanstnnYlonand fmalpaymentto the. contractor, but w10beIyearfromthe dateoFmoodingunless adifferent deteIssputHhaf)._ wARMNG TO OWNER: ANY PAYMENTS NUDE BY THE OWNER AMR THE E)ORATION OF THE NOTICE OF COMMENCEMWARECONSIDERED IMPROPER.PAYMFMSUNDER C(APTHR 71%PART LsECIION 713M, FLORIDA STATUIES,AND CAN RESULT IN YOUR PAYING TWICEFOR IMPROVEMEN 3TO YOUR PHOPE11M. A NOTICE OF COMMENCEMENT MUST BE REODRDW AND POSTED ON THE JOB SOE MORE THE FIRST INSPEt71oN. IF YOU INTEND TO OBTAIN FlNAN NSULTWITH YOUR LENDER OR AN ATTURNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCE read Chef ppIngnotice ofmmmemementand thotthafectsstated therdnare tnretothebestof . � BREYBfRDtPeHIFY. r Isssao'sAut}todzed Ofgmr/Dlrector/Portner/Mnnager RIEsnwri,aatT'ie (��p,� asmefTuarktarRdmWdraehn beferemathlo 22 dayvi , 2& NemeafFerson Toe ufauthodty(eg.af&cer,b=e) PartyonbehaHofwham WrillyentW2901dtuted Personallyknown orprodocedldentlRoTtlot�r�1 tureMr) PuWIc•StabtufFloHda) 7W%rtempCammisdonedNm1ffQfN ryPubBc) Type of tdentlgcatlonproduwdl "L OKEE0 . BEE ASPHALT & P ADY MIXED CONCRETE INC. TSW • CkA 503 RAW 9th St„ Okeechobee; FL 34973 863-763-7373 . Fax 863-763-7379 d SOLOTO: Pft EMYDAMAUAtLEASE (TpEE 9G�ED4FNIWTOEEa.VbLKWEWffl UNQ EYES See T.i aca<I.dar H2O n6u fain m4n Wfealm y-m uesmy m' yo, SHIP TO: 0 • � rp _a D N AS7U.IXA vNzCham}u'1NN q.!*�hMs 7dialIT3 Off ("It�#F. 9,n�-^tpm, MHdmm�q na 5'&�tiW. ;OoaxnfaSo a,�nennm NaetivsYaihrewdkr. LOAD REDEIVEO DYa _ 9 MIP�iiFH$j"F? YBxdd,C?sA�p'TO LrA.OgO "ffNS/TNS34"k. / f f ��. J I $ii4'E1C1F'CFff#&1N121_$E *QAMT}i(;'tiEA.hYER.' - v ot'tri RlttCE � e ; II _,6'n�sgTil�Deu Wj I I v LEFT PLANT ARRIVED JOB STARTUNLOADING MIXER WAITING TIME ADDITIONAL _ TIME ON JOB 'MINUTES CHARGE 1 �— RETURNED PLANT LEFT JOB FINISH.UNLOADING OVERTIME` MINUTES ADDITIONAL - - RATE OF X S__ PER MINUTE - CHAHOE-A _._y`-- TOTAL AT JOB UNLOADING TIME. 5—------ DELAYTIME. TAX 1: - i---- TOTAL ROUND TRIP — OVERTME.CHARGE _ • SPE.CIALINSTRUCTIONS:. `q{, tIr YYY1 r,S General Terms and Conditions ref Sale 1) Purchaser Notice: 'Purchaser agrees to provide Seller reasonable notice or the time and rate of deliveries under the contract. Quoted prices are based on deliveries leaving Seller's plant location between 7'OOAM and 4.00PM weekdays. Special arrangements will be required for times and days other than previously stated. 2) Full compressive strength is obtained with N days, when tested in accordance to A.S,T.M., using water cement ratio to produce a slump not to exceed 6 inches. ` 3) If the purchaser adds water exceeding the recommended slump or other materials to the concrete mix Seller is no longer responsible for either the slump or the strength of the concrete delivered. 4) Concrete quantities are based upon the absolute volume method of determining yield, 5) Any deliveries place other than from paved areas the purchaser agrees to provide stable. roadways permitting access of trucks to point of delivery under the equipments own power. Seller reserves the right to refuse deliveries if stable roadways or areas are not provided. All liability or damages to sidewalks; driveways, underground utilities or other property beyond the curb line shall be the exclusive responsibility of the purchaser, Purchaser agrees to indemnify the seller against all liability loss and expense incurred as a result of such delivery including damage to seller's equipment_ 6) A Maximum of 60 minutes per 10 yard', load is allowed for the completion of the delivery time of discharge. Delivery vehicles held longer than 60 minutes per, 10 yard load will be charged to the purchaser at the Seller's current rate or that type of vehicle. 7) Delivery will be provided at the Seller's best rate of production. The purchaser agrees to hold the seller harmless for loss. damage or delay due to strikes, labor difficulties, fires, weather; accidents, .war, delay of carrier orfrom any other causes beyond the sellers control including manufacturer of the materials herein mentioned. 8) Any purchaser's claims or exception will be deemed waived unless made to seller within 3 days of the time of delivery. The purchaser shall give sellerfull opportunity and unrestricted access to investigate claims or exceptions. Sellers liability shall not exceed the purchaser's price of the material or products in any event for the claim made. 0V OKEECHOBEt A,rnr%L- 11 Lw • --- -- CONCRETE IN 503 NW 9th St.. Okeechobee, FL 34973 863-763-7373 • Fax 863-763-7379 SOLO TO: Ut l i t.�•aG tiaAonrY 10-vt Nr 136th Avc. ! f 'It 4( 2I813 28nut31J I'' WARNING j __ pWAIM TO THe SKM ANO VIIS . '— � Nle�egprtacr wrLlAeMOM •eM.t7wrtr�M� eraliteMtwntY ah iw re�llleltiltwlleJ'1 flow. tUtP �tA�1ltI� IItAYYnta�tt, OIIMpI/A•MAee �• OMDtrt i1YtAr. t . i•t+ Enye E 5 + ' :��n.Ah: AF.ArvCO.WD y 'l'Ac _AOt7iO ft9P IOIAI At JOH I SHIP TO: Williams Masonry 2302 ATLANTIC BEACH BLVD S Mw lam Mu_P Tope W=Nwlta ber0 R»..m t cY�eav+ Qq e{Y[/r TY Q.O O H PJJ Y psbq t'Y ��p�yy.ganbner�era m w..y.damrYro�hur tYve.ea ew.Y. ss/ eacw c.oww e.e orwe e+-n..i A e+ry �b Mee [.w (af f.bYnW eb V1-•.rY of}i7 errY. eP ro 1�e2l.VC'fMy ww Y+. eY qrp. tl eY � Y.fY Ober VXwP+ stamp Y!P•®. e^Y.e� cY m F d e...YYr �.wV V lrsr r.e1w CYY[M1O4 e- rw-I-e eI`p Y e.giw'e1 ttl c'YV IIYru. N ea.r r tw M OV b at(M b Yw Yn I YaP n a e+M[ r.le[ wyst waw[r.►c ar a �.e� +w nnn n �w+ ..e.m.te.ewneYw RLIE EuMWwH2WO M� Yn Rwwi/tfAufiwt�B __ _GAL X C0 w,•2YFDK X__-.� _ 9000 PSI RE6Ut:t; R-#S-i----,- k-u+:-1--.a.I.e=ctr.Ar�r}a-- Environmental Fop STAPT U%&CWG I F,!1XM .VAMNG TIME - TH.EOe+foe LUtAREs FiVISHUALOADIAO OVEPM E LWUTES RATE OFXS PEP WXKJM URLOMUGTWE j -L f OVERTLIE CHARGE I DRAY TIER A AattMUA1 CHARGE I AMMOHAL CHARGE I TAX 1 V4KV< WSTRUCTWMS: Aggregate Target Actual ---'---------- Status Moist -----'------------L----__--_---- Admix Target et Act t.LaI SApD 1581Tare Lb Zero 13600 In Tol 2.0% AIR - -- Tare 30 - - -- Zero SAN0 13740 Lb 13800 In Tol 3.0.6 EUCONLR oz 450 oz 32 453 X x Tare Zero % ------------------------ Cement Target Actual:'t:atus Tare Zero ._w -- ___Zara _ Tara Water Target Actual CfLWNTw Tare WATER 170 Gal 169 Tare �- ._.. iSsva OKEEGt-rVrs�� r1�rnJr+.... a ..�•-••• CONCRETE INC. 503 NW 9th St., Okeechobee, FL .3-+973 863-763-7373 - Fax 863-763-7379 SOLD TO: 32436 Wi1l'awf Mar -On" 1044 NC 96th Flvn. SHIP TO: Willia.0 mn-,Onv'y -!'08 ATLANTIC SEACIi BLVD kenCt�a9 I 2/as I ?aAl1[fld —•-�Rr�Yw�ll9ICUR WARNING fvec0xusau+vrcnaFtt�s n4o:o.Ml.ar] ktAn ATING TO THE SK01 AND RYMS -`r.aa"O"'°"'• OWN" M.Iw ft ew W►fttWAS f+� C.+a•... r.. ore v ea sai . cee«p a M14.wMaY�R.OMM "IR.rm•wtY��Mai����- -RUY�§�YeJb YJ. N'latdb C+�Ptlb 11tMelly�MaMlvMr�llh h9MPIMoiW �1��� ,. =tNwu7�1b6ttw .-I;wgy�<s!-vTmb ,ter —r-.�w^ax«r�w cawbnrw� ����/AIY4.. n.a wr.wwnawa"e.vnmotss �. IP�,MYkY % • �. - Y. "'•, +e++�o ne... eq.rrwRGia Mwwyrr. wes Kf'b. '4n .71y(pw.ry Fie' R. IR+MI N sb {_�yy �ti.� y.,ypr����� parr 4 p.nn..f M7 t1,Y-! Ky.A' G.b.A poop".1''l4rT'vM^^Y'.1."��r RTw wRrr �.u.�a•�,��rJt �..�-�'.....�y��+ yyyy���� �.M�tvlez�' {y�.�/yyi�i �.( WS�M'�1'�i�.••���)..�"���AW'.M' a �.btfos re �c.K,pe, vow b.�ItlJ MJ ^wl lrerW bd.w'l1w W.w $/.: Yi S.9wiv it . c+rAnr wnnw'war-r1Nt^F•+r•u s-r.arnaa...r �i ve:wrn. �..^+.:T.rT4 . 4-1-02 =:A•'i 1-Fue1 t.U721 Inv_. F _t_�CHARLIE 1 1&w.;;; WatN M OfdmMttl to Ooncrau Prr(mmrtnc� H2O Added MY RWUMUAUW"z*d MY GAL X v rQnelentai r ee L�• 1 D _ a EFf PUNT i ARAIUPDJOe _.. - STAPTUdLOAD14O I WMR WAITIRu TIME ETUFUM PLA. r vAL RDUHO MP I -OTAL AT JOB TPAE O1: JOB. NMNJIES HN'SHL4LOMKIG OVEgnme - ►INUTES RATEOFXS PER.WAPE UN CA&MG TIME • S - -. —.- - OVERTMM WARGE I I DELAY TIME �{ ADDITHWAL CRARO41 ADIHTWNAL CHARGE 1 TAX I ECUIL INSTRUCTIONS: Iregate Target Actual Status Moist Admix ' Target ^ +a Actual. Stat Tare Zero Tar% Zero XX 17392 Lb 17380 In Tol 2.0% AIR 34 oz 36 Out a 15114 Lb 15201 In Tol 3.0X EUCGNLR c B44 oz 546 In 9E- # x Tare Zero ---_ "' ___.r 'C�alre` ZeroM`--wY• �lt-_--___--Target-_Ad Actual Status us ---------.--_-- -_ Tare Zero IT 49513 Lb 4905 In Tol T WATVZ 141IS Ifti 144 tv Tare Zero y -r.il APPLICABLE IN O MUs BE COMi ED FOR APPi[t6A rN fa.E'lNU EP ED Date: SUN 2 5 269mit Number: Public Works e)e'& St. Lucie County, FL Building Permit Application Planning and Development Services Building and Code Regulation Division 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Commercial PERMIT APPLICATION FOR: Address: _ - a 3 C) --K-`C h-14C &ct6l -POW ()', C�01M C CPA i-lt "'" Residential X Legal Description: CkhJ Li , L LO -- 1a- (J- K- 13 co U S 681 �D . -7R A PropertyraxlD#: 11436-60.3 -Do)-3- o0o-o Lot No. Site Plan Name: Block No. Project Name: CO lketar, K�de�l �IC�VI_ Setbacks Front Back: Right Side: Left Side: Me -)cMechahical %k Electric _ Gas Tank ( Plumbing ertnls permit -cnecx a —Gas Piping Sprinklers Total Sq. Ft of Construction: , W-3 5r7 4. . Cost of Construction:$ 6S3 1015:DU _ Shutters _ Generator Sq. Ft. of First Floor: _ Utilities:'Sewer _Septic X Windows/Doors W. �.. Building Height: 'xY.YN'ik!' ,�-. S.. a•4.�!`..4x kra`di .Y!��x :l i�u .e�5a Y. - �M.-�'1'i: n"sx-i r i:'NF+.�i .'..� i �<e'W.'T� W'1f�S.]�." Name Name: N\6%�z �e c� i^ Address: 'a330)- VS-eac.�\ 'W\JJ. Company: City:_`-ovy- State: rt. Zip Code: 7 U 9 4A Fax: Phone No. Address: 4 Op(A- 6e0vtP-s- Rc(. City: -p' i?1e•az- State: l- Zip Code: 3 L15 Sl- Fax: Phone No. -'77d- - ct-71 - O15 c/ . E-Mail: Fill in fee simple Title Holder on next page ( if different from the Owner listed above) E-Mail: State or County License: CGc /5-1J- 73S If value of construction is 2500 or more, a RECORDED Notice of Commencement is required. f � 5• ie.'. ....NM 'i��, .'T.'E+Jzs' . I'. 3-fe-+eC"S fi.�.. ??i!: =d1.n � "=c_ 'G�` ...�.r�'W_ � - ��• �4"-s DESIGNER/ENGINEER: Not Applicable MORTGAGE COMPANY: Not Applicable Name: i'.Rtie(;1/ _ Name: Address: IS-7 rd`�. Qlve✓ 'Olvcl S 7 :-Ca\o Address: City:yeho 'bee State: t-ft City: State: Zip: • Phone: -774.- J 10- 3461 Zip: Phone: FEE SIMPLE TITLE HOLDER: _ Not Applicable BONDING COMPANY: _Not Applicable Name: Name: Address: Address: City: City: Zip: Phone: Zip: Phone: OWNER/ CONTRACTOR AFFIDVIT: Application is hereby made to obtain a permit to do the work and installation as indicated. I certify that no work or installation has commenced prior to the issuance of a permit. St. Lucie County makes no representation that is granting a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Home Owners Association rules, bylaws that or and covenants may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that I will, in all respects, perform the work in accordance with the approved plans, the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures, swimming pools, fences, walls, signs, screen rooms and accessory uses to another non-residential use WARNING TO OWNER: Your failure to Record a Notice of Commencement may result in your paying twice for improvements to your property. A Notice of Commencement must be recorded and posted on the jobsite before the first inspection. If you intend to obtain financing, consult with lender or an attorney before commencing work or recording our Notice of Commencement. Signature of Owner/ Agent/ Lessee gnature of Contractor/License Holder STATE OF FLORID�4 COUNTY OF 7 Lu I / STATE OF FLORIDA COUNTY OF f Lt i i The forgoing instrument was acknowledged before me The forgoing instrument was acknowledged before me this'/-t day of Sly ,, 20_Tby this Z-`i day of J14 rie 201� by fhi544-,1:.. xq/ 'Ir I MiVY aOb!lin 4L' �LGw/o1 )t�r�✓� 1 (Name of person acknowledging (Name of person acknowledging) �) (Signature Public- State of Florida) (Signatur f Notary Public- State of Florida ) r y nown R Produced Identification Personally Knga4n` Type of Identification Produce MISTY BOBILIN Type of Identification Prod i %�t BOBILIN No. " al "SION#EE883700 : IMISTY ' M0{�1.-E883Commission Commission No. `4a :MT 13,201ue once a .. MAR 13, 2017 Bpnn„_ iQh 1st 81a181n50rA REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEATURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE A tj 3 RECEIVED DATE COMPLETED ev. Planning & Development Services Building & Code Regulation Division 2300 Virginle Avenue FortPierce, FL. 34982 Phone:(772)462.2172 Fax:(772)462.6443 PROPERTY INFORMATION Address: 2302 Atlantic Bch Blvd City / State / Zip: Fort Pierce, FI 34949 Parcel #: 1436-603-0023-000/0 Zoning: RS-4 APPLICATION INFORMATION Permit Number: 1508 Permit Type: BUILD RESID ADDITION CONTRACTOR INFORMATION Contractor Name: Richard A Newland Business Name: Richie The Roofer & Co Business Addr: 8004 Georges Rd A City I State I Zip: Ft Pierce, FI 34951 REVIEW COMMENTS 7 Owner(s): Robert A Collada / Sylvia Collada Jurisdiction: SAINT LUCIE COUNTY Lot#: 12 Block: 30 Stories: Automatic Sprinkler System? No Fax Number: 866-610-8652 Email: Richieroofer@Yahoo.Com REVIEWS AND COMMENTS Review Tvoe " Status Reviewed By Date Started Date Completed Date Released DOCUMENTS MISSING PENDING Angela Huff 6/25/2015 612512015 Comment: PLUMBING, ELECTRIC AND MECHANICAL SUB AGREEMENTS 6/25/2015 Comment: RECORDED NOTICE OF COMMENCEMENT FRONT COUNTER REVIEW COMPLETE Angela Huff 6125/2015 612512015 6/2512015 Comment: PLANS EXAMINER REVIEW INCOMPLETE William Durden 7/2412015 Comment: PLEASE SUBMIT 2 COPIES OF PRODUCT APPROVALS, APPROVED BY DESIGN PROFESSIONAL. ONLY 1' 7/24/2015 WAS SUBMITTED 7/24/2015 Comment: SUBMIT PRODUCT APPROVALS FOR THE MULL BARS. Comment: PLEASE SHOW COMPLIANCE WITH R302.10 SHOWING MAX FLAME SPREAD AND SMOKE DEVELOPED 7/2412015 INDEX FOR ALL INSULATIONS USED. Comment: PLEASE SHOW COMPLIANCE WITH R302.9.2 SHOWING MAX FLAME SPREAD AND SMOKE DEVELOPED 7/24/2015 INDEX FOR ALL CEILING AND WALL FINISHES USED. 7/2412015 Comment: INCLUDE DAMAGE PROBABILITIES FROM WEATHERING PER TABLE R301.2(1). 7/2412015 Comment: PLEASE INCLUDE DAMAGE PROBABILITIES FROM TERMITE PER TABLE R301.2(1). ZONING REVIEW COMPLETE Jeffrey Johnson 6/3012015 6/3012015 6130/2015 Comment: RECEIVED C'..°3 0 410'HIGHLAND � PEST CONTROL STATE LICENSE NUMBER 829 2771 Vista Parkway • Suite F10 • West Palm Beach, FL 33411 PHONE TOLL FRET; FAX (561)793-1198 1-888-221-7740 (561)791-2337 PTF1R._fY1NCT1QTTG'TTnN CTTRrIPVUU A NV A W TFI?MTTT TD'P A TAiTIi WT �% � ') I � ADDRESS Gi /X i k \ LOT (f' % CITY 1 � . 1 ( ol-( �J 1 'G�/C� C� l `t "1 1 BUILDER SUB -CONTRACTOR MODEL RESIDENTIAL - COMMERCIAL ` OWNERS NAME . l V I U Ge CO I ICs�C MAILING ADDRESS IF DIFFERENT THAN ABOVE HORIZONTAL AREA TREATED: HOUSE — FRONT ENTRY— PATIO - ADDITION OTHER DATE TREATED TIME TECHNICIAN TERMITICIDE AT % SQUARE FEET TREATED GALLONS LINEAR FEET TOTALSQUAREFEET IF SOIL CHEMICAL BARRIER METHOD FOR TERMITE PREVENTION IS USED, FINAL EXTERIOR TREATMENT SHALL BE COMPLETED PRIOR TO FINAL BUILDING APPROVAL. (FLORIDA BUILDING CODE 104.2.6) DATE VERTICAL TREATED `J ' `�' (+rD I % TIME . 05 TECHINCIA/N Kober- k LINEAR FEET ' I GALLONS °1 /0 TERMITICIDE r V (?C r �l @ . �� % // i _ENTIRE VERTICAL ✓ PARTIAL VERTICAL _DRIVEWAY SIDEWALK TYPE OF TREATMENT: / SOIL BARRIER WOOD TREATMENT BAITING SYSTEM !� IF THIS BOX IS CHECKED, THEN FINAL PERIMETER TREATMENT HAS BEEN COMPLETED AND THE FOLLOWING IS APPLICABLE: CERTIFICATE OF COMPLIANCE: THIS BUILDING HAS RECEIVED.A COMPLETED TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH THE RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. (FLORIDA BUILDING CODE (FBC) 1816.1.7) �obe(+ i or t0)r APPLICATOR'S NAME (PLEASEPRMT) Revised b9-16 FORM4 YI-O KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSMOKSMENGINEERING.NET ST LUCIE (772) 229-9093 C.A.: 5693 - FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED August 14th, 18th, & 20th, 2015 KSM JOB # : 151768-1d/SH/ct PERMIT # 15060456 CONTRACTOR Richie the Roofer JOB LOCATION 2302 Atlantic Beach Boulevard Ft. Pierce, Florida ITEM TESTED Compacted Foundation Fill TEST LOCATION DEPTH 'PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N.W. 0" -12" 39 107.0 110.4 96.9 2. Center 38 106.3 96.3 3. S.E. 38 106.1 96.1 Soil Description: Brown Sand In Place Moisture: 9.2 Percent Optimum Moisture: 12.0 Percent Max. Dry Density: 110.4 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of Compaction Meets Minimum �RR9w ed for S��i�1 of 1 604 " QN, ho Natural Grade. M 111.0' I I I I I W E I I I I I I G 110.0 .._..�.._.. ._...._ . j .._..+.._ H I I I I T P 109.0—.._..� .._.. .._.. .. .._ I I I I I I C i F 108.0 t.._..�.._:.�.._..�.._.. I f.._..T.._.._ I I I I I I I I I I I R Y 107.0 +.._..� 9 10 11 12 13 14 15 Moisture - % of Dry Weight Building Department 37293 /7SI Lic. No.: 860 / Julie E. Keller, P.E.: 68366 "r63AYL SCHLEICHER & MacWILLIAM' ENGINEERING AND TESTING, INC. 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 (561) 845-7445 www.ksmengineering.net MELBOURNE (321) 768-8488 8876 E-Mail: KSM@KSMENGINEERING.N_ ET ST. LUCIE (772) 229-9093 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED August 14th, 18th, & 20th, 2015 PERMIT # 11�0 6 CONTRACTOR Richie the Roofer JOB LOCATION 2302 Atlantic Beach Boulevard Ft. Pierce, Florida ITEM TESTED Compacted Foundation Fill KSM JOB # : 151768-1d/SH/ct RECEIVED AUG 7-7 2015 TEST LOCATION DEPTH 'PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N.W. 0" - 12" 39 107.0 110.4 96.9 2. Center 38 106.3 96.3 3. S.E. 38 106.1 96.1 Soil Description: Brown Sand In Place Moisture: 9.2 Percent Optimum Moisture: 12.0 Percent Max. Dry Density: 110.4 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of Compaction Meets Minimum Required for StaI��diPMA9�t�.j�o` R . f Odjtj=C 10 Natural Grade. 111.0 w E I I I I I I I I I I I I H I I I I T P 109.0 C i F i i i I >• 108.0 t.._...._..�..._..�.._..T.._..T.._.._ I I I I I I R I I I I I I 9 10 11 12 13 14 15 Moisture - % of Dry Weight -,?Vy Buildiq%Department �E..37293 I.Lic. No.:860 / Julie.E. K( RE.: 68366 H IGrA,, �® PEST CONTROL, INC. STATE LICENSE NUMBER 218496 2005 SE 31st Street, Okeechobee, FL 34974 PHONE TOLLFREE 467 6707 1-888-221-7740 RECEIVED AUG 2 7 2015 FAX (561)791-2337 (863) - PRE -CONSTRUCTION SUBTERRANEAN TERMITE TREATMENT ADDRESS d : c n� C /c �PM �1 G I ld^( LOT CITY %GY T 9Qi e r cc I A 3 q2,V 2J BUILDER SUB -CONTRACTOR iE ) ; 11 ' nn..�- MODEL 4- RESIDENTIAL - _ COMMERCIAL, OWNERS NAME MAILING ADDRESS TREATED: _ HOUSE - _ FRONT ENTRY- _ PATIO - 4-- ADDITION P,_4'7• / .5 - TIME TECHNICIAN L�) p (�4 , TERMITICIDE V �Pr p AT _ �J C-' % SQUARE FEET TREATED G G �� GALLONS LINEAR FEET TOTAL SQUARE FEET 4 '6 y IF SOIL CHEMICAL BARRIER METHOD FOR TERMITE PREVENTION IS USED, FINAL EXTERIOR TREATMENT numn m virim. Rim mmG APPROVAL. (FLORIDA BUILDING CODE 104.2.6) J DATE VERTICAL TREATED TIME TECHINCIAN LINEAR FEET GALLONS TERMITICIDE @ _ENTIREVERTICAL _ PARTIAL VERTICAL _DRIVEWAY _SIDEWALK TYPE OF TREATMENT:_ A— SOIL BARRIER _ WOOD TREATMENT _ BAITING SYSTEM _ IF THIS BOX Is CHECKED,. THEN FINAL PERIMETER TREXI mEm 1 ntz nr`--- FOLLOWING IS APPLICABLE: CERTIFICATE OF COMPLIANCE: THIS BUILDING HAS RECEIVED A COMPLETED TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH THE RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. (FLORIDA BUILDING CODE (FBC)1816.1.7) FIan Q0py fjpuc- mr:SanfPrV APPLICATOR'S NAME `P1 ?°a PRO Roiscato 744 FORMM91-0(Okeechobee) 08/24/2015 15:05 77258984;•P KSM ENGINEERING,,,, PAGE 01/01 RI:�M KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337.7755 P.O. BOX 78-1377 SEBASTIAN FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 www.kamengineeiing.net MELBOURNE (321) 768.8488 FAX (561) 845-8876 E-Mail: KSM@KSMENGINEERING_NEr ST. LUCIE (772) 229-9093 C.A.: N693 FAX (772) 589.5469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED August 14th, 18th, & 20th, 2015 PERMIT# 0616045 CONTRACTOR Richie the Roofer JOB LOCATION 2302 Atlantic Beach Boulevard Ft, Pierce, Florida ITEM TESTED : Compacted Foundation Fill KSM JOB# : 151765-1d/SHtct TEST LOCATION DEPTH * PEN DRY MAX. DRY PERCENT OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N.W. 0" - 12" 39 107.0 110.4 96.9 2. Center 38 106.3 96.3 3. S.E. 38 106.1 98.1 Soil Description: Brown Sand In Plaoe Moisture: 9.2 Percent Optimum Moisture: 12.0 Percent Max. Dry Density: 110.4 P.C.F. @ Test Locations The Density & Penetrometer Readings Indicate the Degree of Compaction Meets Minimum RpgWred for i?. otlti a fio�0 *Ii tea. 4o Natural Grade. No. 111.0 , W I E G 110.0 -L.._..�..._.. ._...�.._ .{...._..�..._.._ H I I I I T 1 I I I I P 109.0 .._..� .. ..� ••_.. .._.. .. .._.._ • I I I I C i F I I I I I I R I I I I I I 9 .10 11 12 13 14 15 Moisture - % of Dry Weight RECEIVED AUG 25 ry�ta: i ci Coun? BuI•IIdir1aa Department eller, P. 37293 /51 Li . No.: 860 1 Julie E. Keller, P.E.: 68366 JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT - SAINT LUCIE COUNTY_ FILE it 4099477 OR BOOK `•`i PAGE 2381, Recorded 08/07/2015 at 19 AM NOTICE OF COMMENCEMENT peDmhb Na. 1506 - 0115-6 T"FOUDNo. 11131(-L63 - 6ea3 •ocot/D State of FIodda County of St Lude The underslu" hereby glues notice that IMPr meltwiII be made to certain real property, and In accordance with Chapter 713, Florida Statutes, the following information Is provided in this Nodes of Commencement. Legal Description of Property: (and street address if available): D"30 d. A-F la n I i c 3C'. Wyd. Generald6cripOon of bnpovement: Mrs �e 3etivnD F- gvcl 13A:'4. Adcliiior.. Name Address for the improvement: above): I t� Contradoes Name: T\iCTruy ly ?,J4r ContadorAddnss• 8oe4 6e0ns Ra4d f .FI. IVJI Phone Number: '7't a. 9T1-0135 suretyOf applicable,a copyefthepaymembond is mtadred):Amcu tofbond:$ tender Name: Phone Number. PersonswRNn the State of Florida designatedby Owner upon whom notices or other documents may be served as provided by Smthm 713.19(1) (0)7., NaidaSWtetes: Name:.. ._ Phone Number: .. -. ._. .... InadditiontohimreNorhersdf,Ownerdesignates 2�6kC+ -bv )`I M W0,. -Tlnv RWs--Wmcelveacopyofthe Uemrs Notice as provided In Section 713.13(4(b), Florida Statutes. Phone number A person or entity designated by owner. '77A,-cl-)1-011�j Upimtlondateofncdmofcomnamement: (the evIratlan date may not be before the completion of construction andfinal payment to the contractor, butwill be l year from the date of ranrdingunless a different damisspeufied) WARNING TO OWNER:ANY PAYMENTS MADERY THE OWNERAFTERTHE EXPIRATION 6FT115 NOTICE OFCOMMENCEMEMARE CONSIDERED IMPROPER PAYMENTS UNDO CRAFTER 713, PART(, SECTION 713.13, FLORWASTATUTES, AND CAN RESULTIN YOUR PAYING TVACEFOR IMPROVEMOTSTO YOUR PROPERTY. ANCTUCE OF COMMFNCEMEW MUSTBE RECOWEDAND POSTED ONTNEJOB SIDE REFORETHE sw INSPECTION. IFYOU INTEND TO OBTAIN FINANCING, OONSULT WMI YOUR LENDER OR AN ATTORNEY BEFORE COMMENONG WORKOR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalty of pedury, I declare that) have read the foregoing rwUce ofmmmentement and thatthe facts stated therein are tmeto the best of my knawls[paynd belief. of Owner or tesse4 or Owners of lessee's Authodxed Officer/Olrcctor/Partner/Manager R �r,� r I�nEIcT (SlgnatorysTitle/OtRce) The foregainglostrumentvvas admoviedged before mothk e dayof Du1-•4 , 201f, By M6.r Casio. as OWhtV - for - NameofPetson Type of authority (eg. officer, tmstee) Party on behalf fofWhom, Instrument Ms executed l../� PersonallyknownierproducedldentifioNon_ (9gnatump Notary P1 11 - eof Florida) . (PdnLType,or Stamp Co col orred Nameof Note IYBa of Identification pm duped k1LSOBMI NY CONMISSDN lFF119YA0 DDaEs:kuAta,2ef1 ,. ermaomk m��aNl=aEre STATE OF FLORIDA ST. LUCIE COUNTY iHl S TO CERTIFY THAT THIS TRU NO CORRECT COPY OB Date:—AUG U 7 2015 PERMIT # ISSUE DAT71 E ^. PLANNING & DEVELOPMENT SERVICES Building &Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): Qf�C III aS V Ulo UA Name) For the project located at �-13 have agreed to be the Sub -contractor for `k cw, Tl,, P-0-A . (Primary Contractor) Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: ltjy r, A ft l Address: lS oa S W mr Citv/State/Zin_ P 4L. �-(,( nqk) U(z (oal% email: AL I STATE OF FLORIDA, COUNTY OF (6m P6( PRINT NAME DATE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS 7 DAY O--F--Ac+SQS- 20 4T- BY Y k6o w �nyw WfIo IS PERSONALLY OR HAS PRODUCED S GNATU OF n R PUBLIC SLCPDS: 12/16/2013 AS IDENTIFICATION. (STAMP) fN i. S� &bi l('n PRINT NAME OF NOTARY PUBLIC Wool � MISN"BIUN %j<;\10 WCOMMISSION #EEEB3700 •�i'��"o ExPIpE6s MAq 16, 261i' ""� BvnC?86h?b9yfi iil �l±1§ Ifl��Jt�non PERMIT# ISSUE DATE -_ PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): t Ul (�� have agreed to be the (Company Name/Individual Name) /� WC Sub -contractor for NcW c � e Roo4c-- (Type of Trade) (Primary Contractor) For the project located at X3 0,_ or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: 6AQCVWd1 and �onr Ale - Address: il} Sk Luce 1(%rtc City/State/Zip: F! 0ime FL S'L04 o Phone: -vat_- LKPI-I000 email: 610r� alact(A/ $&IT S NAT RE PRINT NAME DATE STATE OF FLORIDA, COUNTY OF THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS E DAY OF Au$U) lr- 20 1S BY K.CLYK. 'i1\gdJe_Vg It WHO IS PERSONALLY KNOWN- OR HAS PRODUCED AS IDENTIFICATION. 1 i lI ALi b1 /11 i (STAMP) SIGNAT rRGE OF N PUBLIC PRINT NAME OF O'I ARY PUBLIC SLCPDS:12/16/201 0'%..My MISTYBOBILIN MY COMMISSION#EEBB3700 EXPIRES;MAR 13, 3011 Boma ihngh 11t Staid I0101 n 15DL a�� PLANNING & DEVELOPMENT SERVICES DIVISION BUILDING & CODE REGULATIONS DMSION 2300 Virginia Ave Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY Raw C <V�t �6'P✓ will be using the following sub -contractors for the (Company/Individual Name) project located or Property Tag ID #) It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of St. Lucie County. Trade Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical f 11 �1e 0'c I-rChlro1,2 TvTLc i5c. 13co11S. . Plumbing I--.2i v l��t�l� �11„ C FC I y4.56 6 6 RVAC/ Mechanical BICCC kWt;1( d Saks _- 1 f �` �k• r I 1 I 1 �1, 1 �� \ a 6 Ti S Roofing 20 Gas AUG 5 2015 BY' - PERMIT ISSUE DATE: NUMBER: PERMIT# 1�� � O, / � _ ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number. State of Florida Certification Number (ifapplimble): ec- l 30 O / l e l Vuell t 1 tzc 6a m 105 y have agreed to be the (Company Name/Individual Name) 166eclnfcg ( Sub -contractor for RNanip- "TL,e (Type of Trade) (Primary Contractor) For the project located at (Project Street Address or Property Tax It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name:y lell 6_'\et+vJ r TechlroJr c V Address: L13n- \l S,-1cc1- City/State/Zip: Ntcf y- M_ Phone: % 56 - lo7 -1( 61 email: 1tt(e\\ 1=1<AVQ Act, prf— �� O / SIGNA PRINT N 'IE DATE STATE OF FLO A, COUNTY OF 1 de_ / THE -FOREGOING INSTR"NT'WAS SIGNED BEFORE ME THIS 10 DAY OF 6 20 ls^ BY l sc/ G!%per WHO IS PERSONALLY KNOWN _ OR HAS PRODUCED AS•IDENTIFICATION. r kK 1 ��S�Cp �S- (STAMP) NOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC MY COMMISSION # EE215527 EXPIRES September 15, 2016 PERMIT# I )% 6(. Or / 1(`7_ I ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (1f applicable): Ccc C> 3 QjDd- I )'\t Ghec \ hr 9'{a-hFv have agreed to be the (Company Name/Individual Name) Roo ' 4 r Sub -contractor for _ Ndm( Ivic %2 L . (Type of Trade) (Primary Contractor) For the project located at Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a. Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED (n� Business Name: NCV4, a, T�" T,C Address: BDOI{ GePvsrs Rcj City/State/Zip: V--- k Pt r, R Phone: '77d-4 T -& (3 c;, email: �JSIGNATURE P�GAME� DATE STATE OF FLOREDA, COUNTY OF S �-, LU C, Lr- THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS �- \ DAY OF 120 BY T\CVC-c( IV L-C_ WHO IS PERSONALLY KNOWN OR HAS PRODUCED AS IDENTIFICATION. _ (STAMP) SIGNATU F NOTARY PUBLIC PRINT NAME OF NOTARY PUBLIC SLCPDS: 12/16/2013 ".0.I ell°Oo MISTY BOBILIN MY COMMISSION#EE8B3700 �0"`� IDMES: MAR 13, 2017 Bonded O'ingh Is State Insurance OFFICE USE ONLY: DATE FILED: REVISION FE 1. LOCATION/SITE ADDRESS: 2. 3. PERMIT# RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION SION 2300 VIRGINIA AVENUE FORT PIERCE, FL 349. (772) 462-1553 FAX (772) r> 4. � n APPLICATION FOR BUILDING PERNIIT REVI9IQe$ PROJECT INFORMATION ey� DETAILED DESCRIPTION OF PROJECT REVISIONS: CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: BUSINESS NAME: QUALIFIERS NAME: ADDRESS: CITY: PHONE (DAYTIME): 4. OWNERBUILDER INFORMATION: NAME: 1J2 1 A ADDRESS: Soa Aa--, CITY: PHONE: 77J - 979-_ 5. ARCHITECTBNGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): Revised 07/2=014 ST. LUCIE COUNTY CERT. #: I "x ATE: STATE: ZIP: t .FORM405-10 1: FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Regormance Method CERVD Project Name: Robert & Sylvia Collada Addition Builder Name: Street: 2302 Atlantic Beach Blvd. Permit Office: St. Lucie County JUN 2 5 2015 City, State, Zip: Ft. Pierce, FL, Permit Number: Owner. Jurisdiction: Public Works Design Location: FL, Fort Pierce St. Lucie County, FL 1. New construction or existing Addition 9. Wall Types (928.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 928.00 f1 b. N/A R= ft2 3. Number of units, if multiple family 1 c. WA R= fF 4. Number ofBedro=(BedrnsInAddition) 1(1) d•WA R= fF S. Is this a worst case? No 10. Ceiling Types (1003.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1003.00 fF 6. Conditioned.floor area above grade (ft2) 1003 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. WA R= ft2 ' �Windows(73.0 11. Ducts R ft2 7. sqft.) Description Area a. Sup: Attic, Rat: Attic, AH: Main 6 200.6 a. U-Factor. Sgl, U=0.29 73.00 fF SHGC: SHGC=0.30 b. U-Factor. N/A ft2 12. Cooling systems kBtuf r Efficiency SHGC: a. Central Unit 19.0 SEER:15.00 c. U-Factor. WA ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft2 a. Electric Strip Heat 19.0 COPA.00 SHGC: Area Weighted Average Overhang Depth: 0.932 ft. - Area Weighted Average SHGC: 0.300 14. Hot water systems- Replacement equipment 8. Floor Types (1003.0 sqft.) Insulation Area a. Electric Cap:40 gallons a. Slab -On -Grade Edge Insulation R=0.0 1003.00 ft2 b. Conservation features EF: 0.990 b. N/A R= ft2 None c. N/A R= ft2 15. Credits CF, Pstat Total Proposed Modified Loads: 15.47 Glass/Floor Area: 0.073 PASS otal S dard Reference Loads: 19.54 i I hereby certify that the plans and sp firati ns vered by Review of the plans and EIiE Sr4p� this calculation are in compliance with the Florida Energy - specifications covered by this pF Code. calculation indicates compliance - _ PREPARED BY: KesL�G '�' � � L Nis with the Florida Energy Code. Before construction is completed o � DATE: [29 !S this building will be inspected for compliance with Section 553.908 v l hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. G'OpO 5" BUILDING OFFICIAL: DATE: DATE: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist COPY 5/29/2015 1:07 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 ENERGY PERFORMANCE LEVEL (EPL) ti DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 79 The lower the EnergyPerformance Index, the more efficient the home. 2302 Atlantic Beach Blvd., Ft. Pierce, FL, 1. New construction or existing Addition 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 928.00 ft' b. WA R= ft' 3. Number of units, if multiple family 1 c. N/A R= ft' 4. Number of (Bedrooms 1(1) d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1003.00 ft' 6. Conditioned floor area (ft� 1003 b. WA R= ft' 7. Windows" Description Area c. WA R= ft' l, =9 -a. U-Factor. SgU0.2 73.00 11. Ducts fP a. Sup: Attic, Ret: Attic, AH: Main R ft' 6 200.6 SHGC: SH=0.20 b. U-Factor. WA ft' - SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor. WA ft' a. Central Unit 19.0 SEER15.00 SHGC: d. U-Factor. N/A ft' 13. Heating systems kBtuRv Efficiency SHGC: a. Electric Strip Heat 19.0 COP:1.00 Area Weighted Average Overhang Depth: 0.932 ft. Area Weighted Average SHGC: 0.300 8. Floor Types Insulation Area 14. Hot water systems- Replacement equipment a. Slab -On -Grade Edge Insulation R=0.0 1003.00 ft' a. Electric Cap: 40 gallons EF: 0.99 b. WA R= ft' c. WA R= ft2 b. Conservation features None 15. Credits CF, Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: `Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. *•Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software COPY t N _ _ �. - - - t - _ - .- _. - _ _ n .. _ _ 4] u _ _ __ -' J. - '� .. - - - _C� . , .� � ' _ RRECO` ED JUN 2 5 20Z Public Works St. Lucie County, FL Robert & Sylvia Collada Addition HVAC Load Calculations for Robert & Sylvia Collada 2302 Atlantic Beach Blvd. Fort Pierce, Florida RHVA HVAC LOADS Prepared By: Residential Energy Cales Friday, May 29, 2015 FILE Rhvac is an ACCA approved Manual J and Manual D computer program LCOPY Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. ;-.: -=;°s --� Lv - - .- Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 28958 - 28958-Pablo Bregolat-Collada Res. MITek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Pablo Bregolat Project Name: Collada Res. Model: Tampa, FL336104175 Lot/Block: Subdivision: Address: 2302 Atlantic Beach Blvd. City: Ft. Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License M Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 170 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 37 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. �No. Seal# I Truss Name Date No. I Seal# ITruss Name I Date 1 T7125650 -CJ1 6/31015 118 IT7125667 IA12 6/3/015 12 IT7125651 I-GJ3 16/3/015 119 T7125668 A13 16/3/015 1 13 1 T7125652 I -CJ5 1613/015 120 1 T7125669 I A14 16/3/0� 5J 14 1T7125653 1-EJ7 16/3/015 121 IT7125670 IA15G 16/3/015 1 15 I T7125654 I -EJ9 16/3/015 122 1 T7125611 1 MV2 16/3/015 1 6 IT7125655 I-HJ7 16/3/015 23 T7125672 MV2A 16/3/015 1 7 IT7125656 IA01 6/3/015 124 IT7125673 I MV4 6/3/015 8 IT7125657 I A02 6/3/015 125 IT7125674 I MV6 6/3/015 19 IT7125658 IA03 16/3/015 126 IT7125675 IMV6A 16/3/015 10 I T7125659 I A04 16/3/015 127 I T7125676 I MV7 16/3/015 11 T7125660 1 A05 16/3/015 128 I T7125677 I V5 16/31015 1 112 1 T7125661 I A06 16/3/015 129 I T7125678 I V7 16/3/015 1 113 1 T7125662 1 A07 16/3/015 130 I T7125679 I V9 6/3/015 114 5663 1 A08 16/3/015 131 I T7125680 I V 10 16/3/015 1 115 1T712T7125664 I A09 6/3/015 132 T7125681 V 11 16/3/015 1 116 I T7125665 I A10 6IL31015 33 1 T7125682 V 13 16/3/015 1 117 IT7125666 IA11G 16/3/015 134 IT7125683 IV14 16/3/015 1 The truss drawing(s) referenced above have been prepared by N iTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineers Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineers responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, perANSI/TPI-1, Chapter2. KrUI �i l l l�� An t.232-r-I %11 2y"a ,`OPS rArii11 qIi"��,i '13' STATE OF .'4/Z .O' �. �i �;�'% 40RI�." N ss'O N A� '"?��, FL Cert. 6634 June 3,2015 1-�5— Albani, Thomas 1 of 2 RE: 28958 - 28958-Pablo Bregolat-Collada Res. Site Information: Customer Info: Pablo Bregolat Project Name: Collada Res. Model: Lot/Block: Subdivision: Address: 2302 Atlantic Beach Blvd. City: Ft. Pierce State: FL No. Seal# Truss Name I Date 35 IT7125684 IV15 6/3/015 136 T7125665 V18 16/3/015 1 37 T7125686 1 V22 16/3/015 I 2 of 2 �.9 Job Truss Truss Type Qty Ply 2895E-Pablo Bregolaf-Collada Res. nlzSssD 28959 -CJ1 Jeck-0pan 8 1 Job Reference (optional) East Coast Truss. Pon Pierce, FL. 34M 7.530sJu1112014MReklndustdes,lnc. Wed Jun D312:33:P12o10 Pager ID:EDU9HjU5PRjEP32A2dRZIIrAOF1-Ls5CDOoCiNwX Wn?KpL2?ORzuSPT041 Hlfpb09zA?j0 .2.2.7 I�o 2-2-7 I4o Scare =1:10.2 3 Refer to MITek "TOE -NAIL" Detall for connection to supporting tamer truss (typ all applicable lacks on this Job) 8.00 12 2 d d ql d Q° 4 0° 4° 14= 1-ao ' 1-ao Plate Offsets (X Y)— 12,Ed0e 0-041 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) Vde0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCOL 15.0 Lumber Increase 1.25 BC 0.17 Vert(TL) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 Horz(TL) 0.00 2 Na n/a BCDL 5.0 Code FBC201 OITP12007 (Matrix-M) Weight: 7lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 or, purtins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing. MTek recommends that Stabilizers and required cross bracing be installed during Imes erection, In accordance with Stabilizer Installation au e REACTIONS. (lb/size) 2=337/0-7-10, 4=-60/Mechanical, 3=-39/Mechanical Max Horz 2=164(LC 8) Max Uplifl2=452(LC 8), 4=60(1_C 1), 3=39(1_13 1) Max Gmv 2=337(LC 1), 4=110(LC 8), 3=79(LC 8) FORCES. (lb) -Max. CompJMax.Ten.- Allforces 250(to) or less except when shown. TOP CHORD 2-3=372/228 BOT CHORD 2-4=244/393 NOTES- 1) Wind: ASCE 7-10; VuH=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsh hot 5ft; B=57ft; L=17ft; eave=oft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on me 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. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4521b uplift at Joint 2, 601b uplift at joint 4 and 39 to uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verlrycause Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE stil 3 rev. 0YfeZ01S BEFORE USE *��■ Design valid for use at/ with Wok connecfoo. ih6 all is based only upon parameters shown and is for an lndiAdual building component. Applkabifty of design parameters and properIncorporationof component respomibiity, of bulding designer- not imss designer, Bracing shown h for lateral support of rntlMdual web members only. Additional temporary bracing to Insure stability during construction h the respomibilfty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsbilty ofthe building designer. For general guidance regarding fabrication. quality coma.storage. delivery, erection and bracing. consul ANSWPII County CrBedo, DSB.89 and BCSl Building Component 6904 Parke East BIW. Safety Information available from Trues Plate Institute. 781 N. Lee Street. Suite 312. AIexanddo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dty Ply 289581 Bregolat-Colada Res. TT135851 28958 -DJ3 Jack -Open 8 1 Job R f (optionan East Coast Toss, Fort Pieme, FL. 34946 3-P0 $I WBO Jun 03 Scale =1:15.3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Ven(LL) -O.OD 4.7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.19 Veri(TL) -0.00 4-7 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix-M) Weight: 131b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP Nm2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabll¢ers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation g id REACTIONS. (lb/size) 3=63/Mechanical, 2=32310-7-10, 4=8/Mechanical Max Horz 2=235(LC 8) Max Uplift3=57(LC 8).2=319(1_C 8) Max Grav 3=74(LC 13), 2=323(LC 1), 4=31(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 flat or less except when shown. TOP CHORD 2-3=543/242 BOT CHORD 2-4=248/539 NOTES- 1) Wind: ASCE 7-10; Vu3=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf h=15ft; 3=57ft; L=17ft; eave=4ft; Cat. II; Exit D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to amount for thesefactors. 111111111/fl� 3) Plates tl for a or rufous 0 degree rotation about Its ter. cenbeen O , ....:.5 E 6q plus 4) This trussss hashas designed for 10.0 psi bottom chord live load nonconcument with any other live loads. �� (; N •• 5) - 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 u`f� 39380 fit between the bottom chord and any other members. ,�, * 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 57 lb uplift at joint 3 and 319 lb uplift at joint ; 2. Mir Z 8)"Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � ATE �� O••� i P• 0 R `O �\�,�� 0 E\.``� N A� ®WARN/NO-= paramarers and READ Mores ON MIS AND INCLUDED AVTEK REFERANCE PAGE MII-1Q3 rev- 02116,3015 BEFORE USE. ■�� Design vald for use onty wdh Mitak connectors. Into design is based only upon parametersshow and is for an Individucl building component. Applicebifity of design teammates and proper incomomtion of component a responsblity of building designer- not truss designer. Bracing shovm Is for lateral support of individual vreb members only, Additional temporary bracing to Insure stability during construction u the responsibility of the ApITe �• SVk 1 erector. Addtional pemwnent bradng of the overall structure Is the reMemlerty of the building designer. For general guidance regarding eledmtion quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cal DSB-89 and BCSI Building Component 69M Poke East Blvd. Salelylnformailon avolable fromTmss Plate Institute, MIN. Lee Street, Suite 312, Alexandria, VA M14. Tampa, FL 33610 Job Truss Truss Type Dty Ply 2895&Pablo Bregolat-Canada Res. T7125852 28956 -CJ5 JaCWOyen 6 1 J bRf (optional) _ East Coast Truss, Fod Pierce, FL. U946 7.530 a Jul It 2014 Minsk lndurinea.lna. Wed Jun 03 Scala=1:20.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Ven(LL) -0.02 4-7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Ven(TL) -0.03 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL). 0.00 2 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix-S) Weight: 20 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installed on guldo. REACTIONS. (lb/size) 3=125/Mechanical, 2=405/0-7-10, 4=23/Mechanical Max Horz 2=309(LC 8) Max Uplift3=-126(LC 8), 2=-340(LC 8) Max Grav 3=142(LC 13). 2=405(LC 1), 4=57(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=374/61 BOT CHORD 24=210/341 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 3 and 340 lb uplift at joint 2. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and W gypsum sheeVack be applied directly to the bottom chord. wARNINa. year, design panmsrers and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE W47473 rev, OVIVZOIS BEFORE USE. sign valid for use only Wih,Wrek connectors.Ihu design Is based only upon parametea shown, and Is for an mxri ual burding component. ♦♦��p PstAq�E Ns zg 3938 rw MTz Z ATE :4uZ �♦ SS1�NA� E�CIs and BCSI Batting Component SON Perk, East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 26958-Pablo Bregalat-CoOatla Res. T7125653 26958 -EJr Jack -Open 9 1 emillps (optional East...... a., sae YlereB. VL.: WKJ 2.2.7 TWO S Jul 112014 MRek Industries. Inc. Wed Jun0312:33:032015 Pagel ID: EDU9HjU5PRIEP32A2dRZtIZA0F1-IEDye4gTE7BFxgxOSEN W4pVvKiG9FGz%amzliSlzA7L 7-ao 7-ao m A $.Ie =1:2&1 Plate Offsets (X.YI— 12:0-4-4 0-0-41 LOADING(ps) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Ven(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.47 Verl(TL) -0.13 4-7 >652 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hoa(TL) 0.00 2 n/a me BCDL 5.0 Code FBC201OrrPI2007 (Malrlx-S) Weight: 261b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4SPNo.3 REACTIONS. (lb/size) 3=181/Mechanical, 2=499/0-7-10, 4=33/Mechanical Max Hom 2=382(LC 8) Max Uplift3=-187(LC 8). 2=379(LC 8) Max Grav 3=205(LC 13), 2=499(LC 1), 4=80(LC 3) FORCES. (to)-Max.Comp./Max: Ten. -All forces 250(lb) or less except when shaven. TOP CHORD 2-3=6801308 BOT CHORD 2-4=-613/1052 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in aecordance with Stabilizer Installation NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasdm132mph; TCDL=9.Opsh, BCDL=3.Ops1; h=15ft; B=57ft; L=17ft; eave=4ft; Cat II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested; plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about 8s center. 4) This truss has been designed for a 10.0 psf bottom Chard live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1871b uplift at joint 3 and 37916 uplift at joint 2. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chard and V gypsum sheetrock be applied directly to the bottom chord. O�PG N S ��. 0 3938 Fr'AT Ems` ': �1[1 L0R10P��_,� 10NAi- ® WARNING. Veenlydesfanparamefers and READ NOTES ON TNIS AND INCLUDED AOTEK REFERANCE PAGE MII.1473 W. 02/1612015DEFORE USE ■ Design valid for use onywth Mick connectors. thin design 6 based only upon parameters shown, and is for an lndtvidual building component. ��• Applicability of design parameters and properincorporation of component a raspombility of building dedgner-not hums designer Bracing shovm IS lorlaleral support of NdiNtluat wob members airy. Additional temporary bracing to insure stability during construction N the responsibility of the Walk'erector. Additional permanent bracing of the overall mu ture is the responsibility of the build ng designer. For general guidance Iasi fabrication, quality control. storage, delivery, erection and bracing. consult ANSIRPII Caught Criteria, DSB-09 and BC5l Building Component 69N Parke East Bind. Safety Information available from Truss Plate Institute. 781 N. Lee Sheet. Suite= Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 2895&Pablo Bregolat-Collada Rea. Ty126856 28958 -EJ9 Raof Special 1 1 Job Reference a Best Coast Truss, Fort Pierce, FL. 34848 7.530 4m 4 0.8 LOADING(Psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.22 5-8 >454 240 TCDL 15.0 Lumber Increase 1.25 SC 0.41 Vert(TL) 0.18 5.8 1543 180 BCLL 0.0 • Rep Stress Ina YES WB 0.13 HOR(TL) -0.01 5 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=509/0-8-0, 5=305/0-6-14 Max Hom 2=428(LC 8) Max Uplift2=-607(1_C 8), 5=-445(LC 8) FORCES. (Ib)-Max. ComPJMax.Ten.-Allforms 250(I1b) or less except when shown. TOP CHORD 2-3=-404/722 BOTCHORD 2-5>1008/484 WEBS 3-5=3391371 Scale-1:28.8 a PLATES GRIP MT20 244/190 Weight: 43111 FT-0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. NOTES- 1) Wnd; ASCE 7-10; Vuft=170mph (3-second gust) Vesd=132mph; TCDL=9.Ops1; BCDL-3.Opsf, h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left exposed; porch left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 bottom chord live load noncencument with any other live loads.\�,`I 1111111 / psf 4) • 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. `�� Q�• • CENS'-. 'V 9i1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6071b uplift at joint 2 and 4451b uplift at joint S. F•, : �`�`; 6) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the tap chord and •h° gypsum 3938 sheetrock be applied directly to the bottom chord. C ATE .` O R 1 O P; i ®WARNING. Vedlydeslgnpanmerers end READ NOTES ON TNS ANDINCLODED WIEN REFERANCE PAGE WI-7475 rev. 02NY1015BEFORE USE ■■*e■■ Design wild far use only Win NeTek connectors.I Is design is based only upon parameters shown, and is bran Individual building component. Appllcabifty of design Parameters and propwIn.worwagon of componanl b respcnsiblity of buWfing designer- not teas designer. Bracing shown -•Y� Is forlateral support ofind'Mdual web members only. Additional lemporwriamcing to Insure stabllty during construction is the respombUty of the MiTek" erector. Addllonol permanent bracing of the ovemU structure is the responablGN of the building designer. For general guidance regarding fabrication. quality control, storage, mirvay. erection and bracing, consult ANSVTPII Quality Criteria, DSB-09 and 601 Building Component 690/ Parke East Blvd. Safely lnfonnallon ovolable from Tess Plate tmtitute, TBIN. Lea Street. Suite 312, Alexonddo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply 28950,Pablo Bergalat-Cogeda Res. nu5sss 28958 -HJ7 Diagonal Hip Unser 3 1 b Reference (optionall East Caen Tmea. Fan plants. FL. U946 7.530sJuIN2014Mfieklndusihes,tnc. WedJun0312:33u42o1b rages ID:EDU9HjU5PRjEP32A2dRZtlzAOFI- RmKrOr57IJ6Z Wa0yu1c03VniPMMjLd1F TzA71z 6-1.9 Scale=1:26.5 2x4 4 S1-e a+ 467 I LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (lac) Udell IJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.08 8-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 SC 0.21 Vert(TL) -0.07 8-11 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.26 HOR(TL) 0.01 7 file n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 491b FT-0% LUMBER- BRACING. TOP CHORD 2x4 SP 2850F 1.8E TOP CHORD Structural wood sheathing directly applied or 5-1-7 0o puffins, except BOT CHORD 2x4 SP 2850F 1.8E end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1040-0 0o bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Install REACTIONS. (lb/size) 2=426/0-10-7, 7-377/Mechanical Max Holz 2=367(LC 5) Max Uplift2=509(LC 8). 7=326(LC 5) Max Gmv 2=699(LC 28), 7=437(LC 30) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-2397/1172, 12-13=-755/425, 3-13=687/395 BOT CHORD 2-15=-1299/2568, 15-16=-477/669, 8.16=477/669, 8-17=477/669, 7-17=-477/669 WEBS 3-7=607/391 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd-132mph:TCDL=9.Opsf; BCDL=3.OpsF h=15ft; 5=57ft; L=171i eave=4f; Cat. II; ,fit Tr t f f f yfl Exp D; Encl., GCp1=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 %% plate grip DOL=1.6a ``%� p,S A. , 2) Plates checked for a plus or minus 0 degree rotation about its Canter. ��� ��.•' G E N '' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • 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. = * (5 3938 5) Refer to girders) for truss to truss connections. 6) PravId mechanical connection (by others) of Wss to bearing plate capable of withstanding 5091h uplift at joint 2 and 3261b uplift at Joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)169 lb down and 138111 up at �•O 1-3-15, 169 down and 138 It, at 1.3-15, 132 Ib down and 1061b up at 4-1-14. 1321b down and 106 lb up at 4-1-14, and 179 Ib T •, 1b T down and 175111 up at 6-11-13, and 1791b down and 175111 up at 6-11-13 on top chord, and 107 111 down and 74111 up at 1.3-15. 107111 �0 •• 4 0 R , responsibility l f others n and 2 blup att &11-13 on bottom¢chord.lThe designiselectionuof such Connection device(s) Is me Ib up at '�i,S'81 -.1110NA� ���`` 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNING.Vedlydaslgnparometers and READ NOTES ON TIOSAND INCLUDED All REFERANCE PAGENX7473 rev. OVIO015 BEFORE USE. ■■■ Design valid for use only Won AUTO cormectors. Thb design 6 based only won parameters shown. and is for an lnd4dual building component. Appllcobilly of design parameters and praperincorfaceratim of compsnenikrespombTry of bulding tlaslgner- not truss designer. Bracing shown Is for laterol support of Individual web members only. Additional temporary bracng to insure stabilty during construction is the respomibilRy at the MiTek' erector. Additional permanent bracing of the weral structure Is the respons lo4y of the building designer. Fa general guidance regarding fobdcotbm quality Canker,storega. dellyery. eracticn and bracing. consult ANSI/TPII puary Criteria,DSB-09 and BCSl Building Component 6904 Parke East Bind. Safely lnfamotlon avcibble from Truss Plate Institute,781 N. Lee Sheet. Suite 312, Alexandria, VA 22314, Tampa,R TWO Job Truss Truss Type Dty Ply 28958Aeblo Bregolat-COBada Res. 1 TT125558 28958 -Ha Diagonal Hip Carter ] 1 Job Reference (optional) East 0.09 Truss, Fan Pkme. FL. 34945 7.530 a Jul 112014 Wes Intended, Inc. Wad Jun 03 12:33:04 2015 Page I D:EDU9HjU5PRjEP32A2dRZt12AOFIH Rm Krdr571J62_Waoyulco3VnfPVV?MjLd1F TrA4a LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Inaease=1.25 Uniform Loads (plf) Vert: 1.4=70, 4-5=70,- 6-9=10 Concentrated Loads (lb) Vert: 12=116(F=58, B=58) 13=71(F=36, B=36) 14=52(F=26, 8=26) 15=76(F=38, B=38) 16=12(F=6, B=6) 17=-19(F=9, 11=9) ® WARNNO• Vomit, costs ...mare. and READ NOTES ON MIS AND INCLUDED WTEK REFERANCE PAGE AUFTITO rev. OW612015 BEFONE USE ■■ Design wild for use only with MTek connectors. This design a based onN upon parameters shown. and is totem lndMduel building component. Appllcoblfty of design parameters and Proper lncoroarotlon of component N responsibility of bulding designer- not truss designer. Bracing shown r f�Y�• b for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction a the responsibility of the MiTek' erector. Additional permanent bracing of the owmq structure is the responnoHy of the building designer. For general guidance regarding fabrication. quality control, storage, deli erection and bracing, consuff ANSIpPII dustily Criteria. DSB-99 and BCSI Bugding Component 6904 Parke East Bind. Soletylnformaion available from Truss Plate Wtitule.781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 280S&Pa1lo Bmgolat-C.1x Rea. 25656 20950 A01 Roof Special 1 Job Reference (optional) East Ceaet TNsa, Fad Faroe. FL 34946 7.530 a Jul 112014 area 5.5-10 - 6.2-2 &B-10 2.2.7 9 a.. - .... - 3x4 = -�Bb11 16444 l 0.&1x &0.11 &311 Wed Jun 03 12:33:05 2015 Pagel r4n7-fP_9EbfC3hikhMtDHnpV&zA7iy i Scale-1:49.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.11 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.19 7-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Hom(TL) 0.02 5 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix-S) Weight: 931b FT=0% LUMBER- BRACING. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpl 1-9 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (Ib/sIze) 9=63210-7-4, 5=82410-7-10 Max Harz 9=723(1_C 8) Max Uplift9=-537(LC 8), 5=-479(LC 8) Max Grav9=754(LC 14). 5=845(LC 14) FORCES, fib) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=670/224, 34-7971202, 4-5=-1042/282 BOT CHORD 9-13=0/468, 8-13=0/468, 7-8=0/468, 5-7=91/842 WEBS 2-9=7271547, 2-7=2161455, 4-7=-372/345 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst BCDL-3.Ops/; h=15ft; B=57ft; L=17ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.60 plate gdp DOL-1.60 2) Plates checked for a plus or minus 0 degree rotation about its Center. 3) ThIs truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' 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 lit between the bottom chord and any other members, with BCDL = 5.Opsf. 5) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 5371b uplift at)olnt 9 and 479 lb uplift at Joint 5. 6) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. PS1errq��r/ �J`�O .•��ENS''Q'9 O. • ••\' �,-- it _Rg.ATE 3938 (11 A'< O FI 1 p �� s...N A' ��.- X ®WANONB • VMry dWgn pammetan aNIREI D NOTES ON TNIS AND INCLUDED 01117ER REFERANCE PACE MR-703 nw. OVIMOI6 BEFORE USE Design valid for use on"th Nnek connectors. True design Is based oN/upon Parameters shown. and Is for an individual building component. Hit of design parameters and proper incomomtlon of component Is responsrolny of builNng designer -not truss designer. Bracing shown Is for lateral support of individual web membersorsly. AdcId.nai temporary bracing to insure stability during Construction Is the responsibility of the MiTek' ..to, Addltlonol permanent bracing of the overall structure Is the ®spondbi ly of the building designer -For general guidance regarding fabrication, quality control, storage. delivery, omclion and bracing, consult ANSI/IP110uests Cdf.Ua, DSB.8P and Bat Building Component 69N Perk, East BIW. Safotylntormgllon avabble fromimss Plate lnsl tufe. 7BIN. Lee Street. 51nfe312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss TNss Type Dry Pty 2e95&Pablo Bregclat-C flinURes. mzsss7 29958 AUaSpedel 1 1 Reference Job o io cans Goes Imss, ran Pre¢e, L. 34945 Two s Jul 11 2m4 MRek Industries, Inc. Wed Jun 03 12:33:05 2015 Pagel ID:EDU9HjU5PRjEP32A2dRZ11zAOF1-Etll03mlmcRzB74nZfP_9EbfC3hjkhMtDHnpWwzA7iy 0 14 5-S1a 8-0-11 10-1 i6+6 18-513 O81 at1-12 2-7-1 2d-t 5-&10 z-3d 0614 1 Scale=1:49.9 Plate Offsets (X Y)— 19'0-2-8 0-2-121 LOADING lost) SPACING. 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Viti -0.11 7-9 >999 240 MT20 2441190 TCOL 15.0 Lumber Increase 1.25 BC 0.47 Ven(TL) -0.19 7-9 >999 180 BCLL 0.0 " Rep Stress ]nor YES WB 0.81 HDR(TL) 0.02 5 n/a Na BCDL 5.0 Code FBC2010/TP12007 (Matrix-S) Weight: 931b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=632/0-7-4. 5=82410-7-10 Max Horz 9=-723(LC 8) Max Up1ift9=-537(LC 8), 5=-479(LC 8) Max Grav 9=754(LC 14), 5=845(LC 14) FORCES. (to) -Max. CompJMax.Ten. - All farces 250(Ib) or less except when shown. TOP CHORD 2-3-670/224. 3-4=-797/202, 4-5=-1042/282 BOT CHORD 9.13=0/468, 8-13=0/468, 7-8=0/468, 5-7=911842 WEBS 2-9=727/547, 2-7=216/455. 4-7=-372/345 BRACING. TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid Ceiling directly applied. WEBS 1Row at midpt 1-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer alla'o aide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-sewn gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsr; h=15ft; 8=5711; L=17ft; eave=oft; Cal. II; Exp D; Encl.. GCpl=0.18; MWFRS (directional); Cantilever left and night exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its Center. 3) This truss has been designed for a 10.0 pad bottom chard live load nonwncunent with any other live loads. 4) "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 (d between the bottom chord and any other members, with BCDL = 5.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 537 lb uplift at joint 9 and 479 It, uplift at joint S. 6) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. ALB �'ei •'�GENS •.9��. 39380 ATE :�4y' ONA� �p ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.145 rev. OVIM015 BEFORE USE. Design valid for use anf/with Nees, connectors Rus deign is based any upon parameters shown. and is for an Individual build no component. Applicability, of design parameters and proper incorporation of component Is responsiblify of building designer -not imss designer. Bracing shown b for lateral support of indhidual web members only. Additlonalfemporarybracing toinsure stabllitydunngconsivction k the responsibility, afire qN M(Z®k• erector. Additional permanent famous of the overo0 stmdum is the responsibility The building designer, Fa general guidance regarding rabdcdion. quality Control. storage, delivery, erection and bracing, consult ANSVTPII Quality create, DS9.89 and BCSI Building Component 69N Parke East and. Sooty Information available from Truss Plate lnsfifute,781 N. Lee Sheet. fund 312. Alexandra, VA 22314. Tampa, FL 33610 Job Thee Truss Type Cry Ply 28958-Pablo Bregolat-Collada Res. nlzsssa 28958 Ao3 Roof Spedal 1 1 Job Reference (options)) East coast Tress. 7-34 1 2-2-7 &W 112 lD u� — ixa n axe — 4x6 = Scale=1:46.8 Plate Offsets (X Yl— 110'0-0-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.30 7-9 >646 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.39 7-9 >504 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.32 Holz(TL) 0.02 5 n1a rda BCDL 5.0 Code FBC2010FrPI2007 (Matrix-S) Weight: 95 US FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.3 *Except' 1-10: 2x4 SP No.2 REACTIONS. (Ib/size) 10=62610-7-4.5=830/0-7-10 Max Horz 10=680(LC 8) Max Upliftl0=510(LC 8), 5=-507(LC 8) Max Grav 10=677(LC 14), 5=834(LC 14) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(I1S) or less except when shown. TOP CHORD 4-5=940/282 BOT CHORD 9-10=-1131633, 8-9=0/747, 7-8=0/747, 5-7=-347/945 WEBS 4-9=870/661, 4-7=1/271 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Raw at midpt 1-10.4-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf, h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to preventwater pending. - 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 510 Ito uplift at joint 10 and 507 lb uplift at joint S. 7) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the tap chord and Ya' gypsum sheebuck be applied directly to the bottom chord. till t ATA, %%% Z�.•'�GENS' •.9 �. 3938Q,..._ _--- �.0. ATE ORI fi f9�S±DNA ?,``, ®WARNING •Verily des19r Nhoe.bra and READ NOTES ON MS AND INCLUDEDASFEK REFERANCEPAGEMIATM rev. OMMOISSEFORE USE. Design valid for use only with ANTekconnectuou iha design b based only upon parameters shown and is foran lntli civol bulding component. Appl'icobi5ly of design parameters and properincomorotion of component a responsibility of binding designer - not truss designer. Broang shown Is forlateral svppod of he Mdual vreb members only. Additional temporary bracing to insure stability during construction is the responsibUty of the 1 Mek•tT erector. Additional permanent bracing of the cvemfl structure is the respomibuty of the building designer. For general guidance regarding fabbcatlon, quaGly control storage,delivery, erection end bracing. ccrsUt ANSI/fell Quality CMeda.DSB-89 and SCSI Bending Component IV, age/ Parts, East BNd. Sooty Information available from Truss Plate Institute, 781 N. Lee Sheet. Suit.312. Ab..ndda. VA 2MI4. Tampa, FL 33610 Job Truss TN95 Type Oly ply 28950-PaOto are9olet-C4neda Res. 125659 28958 A00 Rood Special t 1 Job Reference (optional) eastaoast.N'a, ran nerce, IL U940 7.00 a Jul 112014 MRok IndusNes. Inc. Wed Jun 03 ID:EDU9HjU5PRjEP32A2dRZt[zAOF1-ipu4G6sLXwZpoHfz7MwDiRf -'�6-iP z-s14 31-14 7!2-8 16613 0&14 2-514 E-e-D 7-2-8 2-2-] dj lu .,.o — — I.,,.. — Ig Scale=1:43.7 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING, 2-0-0 Plates In1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC201 OITP12007 CSI. TC 0.51 BC 0.35 WB 0.80 (Matrix-S) DEFL. in (loc) Vdefl Lid Vert(LL) -0.05 7-9 >999 240 Vert(TL) -0.10 7-9 >999 ISO H02(TL) 0.02 5 n/a RIG PLATES GRIP MT20 2441190 Weight: 1021b FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end Verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MrTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (lb/size) 10=62810-7.4, 5=8281D-7-10 Max Hare 10=638(LC 8) Max Uplift 10=-493(LC 8), 5-524(LC 8) Max Gmv 10=662(LC 14), 5=835(LC 14) FORCES, (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 1-10-6561483, 3.4-332128, 4-5=-942/318 BOT CHORD 9-10=-147/637, 8-9=5/755, 7-8-5/755, 5-7-305/838 WEBS 1-9=500/677, 2-9=264/265, 4-9=711/542 NOTES- 1) Wild: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 1111111111 ,1j�I 2) Provide adequate drainage to prevent water paring. 3) Plates checked for a plus or minus 0 degree rotation about its center. ��11115 A. �� P 4) This truss has been designed for a 10.0 ps1 bottom chord live load nonconcument with any other live loads. `�� p�;. • G E N '•• 6 �� '� ,9 5)' 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. 34 3938 Q��• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 493 lb uplift atjoint 10 and 5241b uplift at rJ Joint S. 7) This truss design requires that a minimum o17116• structural wood sheathing be applied directly to the top chord and 'IV gypsum sheelrock be applied directly to the bottom chord. ATE • N A'i- ®WARNING. vmlN design paramarem and READ NOTES ON THIS AND INCLUDED M107EK REFERANCE PAGE MI-7473 m. OVIM015 BEFORE USE. Design valid for use ordy with Wail, connectors. This design h loosed anry upon paametersshown, aid is for an Individual building ccimp.maml. �� Applicabilty of design parameters and proper Incorporation of component b responsibility of building designer- not truss designer. Bracing shown is for lateral support of indidCual Wren members only. Additional temporary bracing to insure stability during constmctlon Is the responslbllity of the MiTek' erector. Addltlonal permanent bracing of the oveal structure is the respondbilry of the building designer. for general guidance regardIng fobdcalbn, qua5ty control, sbrcge, deWery, erection and bracing. consult ANSVTPII DualBp Criledo, DSO.89 and BC51 Ouading Component Has Pads Eest Blvd. Safety Information ovatable from Lust Plata lmllfute.781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Jab Truss Truss Type Day Ply 28958­Pablo Bregolat-Cotada Res. nlzssso 26958 A05 Roaf Spedal 1 1 East Guest Truss. Fed Piece, FL N946 3445 6.2.12 6.94 3x4 = 4x4 = 6.00112 Wed Jun 0312:33:072015 Seen-1:42.5 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (too) Won L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 404 7-9 -999 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.32 Ven(TL) -0.09 7-9 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.65 Horz(TL) 0.02 5 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix-S) Weight: 9911b FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required Gross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Id/size) 10=630/0-7-4, 5=826/0-7-10 Max Hom 10=-606(LC 8) Max Uplift 10=-480(LC 8), 5=-536(LC 8) Max Grav 10=651(LC 14), 5=833(LC 14) FORCES. (Ib)-Max. Carl Ten. -All forces 250(Ib) or less except when shaven. TOP CHORD 1-10=639/481, 1-2=274/202, 2-3=291/139, 3-4=399/94, 4.5=963/361 BOT CHORD 9-10=138/604, B.9=49/779, 7-8=-49/779, 5-7=-263/779 WEBS 1-9=471/638,4-9=-660/502 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf, h=15ft; B=57ft; L=17ft; eave=4ft; Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) Provide adequate drainage to prevent water podding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 Ib uplift at joint 10 and 536 Ib uplift at joint 5. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the tap chord and h' gypsum sheetrock be applied directly to the bottom chord. ;fir: ATE :�4u DNAI-E��`�. Innn1��` ®WARNING. VnNy dedgn parameters and READ NOTES ON MS AND INCLUDED WTEK REFE114NCE PAGE KI-IQ) rev. 02/I62015 BEFORE USE ■■■ Design valid for use on"In MTek connectors. This design is based only upon parameters shown. and is for an ladvidud building component. Applicability of design parameters and proper incorporation of component b responsiidEly of bundling designer -not Ids designer. Bracing shown IsfarlateralsuppodolindMdualwabmembemonty. Additional ternmrarybrachg to Imure stabinly durng contraction is the responsibility of the MiTek' erector. Additional permanent bracing of the averan structure Is the responsibility of the building designer. For general guidance regarding labdcatlon. duality control, Menem.delivery. erection and bracing• consult ANSI/TPII Cuddly Creedal, DS1-89 and BCSl Bundling Component 6904 Parke Fast End, Salelpinformollon available fronsTmss Plate institute. 761N.Lee Street. Sule312 Alexanddo, VA 22314, Tampa, 133610 Job Truss NType Orr Ply 20959-Paolo Bregobt-Collada Res. per P1TSfifi1 28950 AMerapecial 1 1 b Reference factional) casn.oem nuns, ran'coma.l MM 7MUsam T12at4Mlrexlnauatnea,me. weaaunua szuaavfzma royal ID:EDU9HjU5PRjEP32A2dRZtlzADF1-AOSTURtzlDhgOREgh4SSEfh7itOECgOAgbGvaozAliw 4-5-14 5-&0 62-8 2-2-7 3x4 = 4x4 = 14 2 6.00 L12 d i$ Scale=1:39.5 1 4-&14 &&0 16-2-e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) War L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.03 7-9 -999 240 MT20 2441190 TCDL Is.0 Lumber Increase 1.25 BC 0.28 Verl(Tly -0.07 7-9 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.48 Horz(TL) 0.02 5 n/a Na BCDL 5.0 Code FBC2010rrPI2007 (Matrix-S) Weight: 961b FT=0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=632/0-7-4, 5=825/0-7-10 Max Hom 10=565(1_C 8) Max Uplift 10=466(LC 8), 5=-550(LC 8) Max Grant 10=638(LC 14), 5=831(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MtTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. Ilia) -Max. Comp./Max. Ten. -All forces 250 (I s, or less except when shown. TOP CHORD 1-10=619/472, 1-14=362/266, 2-14=362/266, 2-3=471/218, 34=-485/171, 4-5=9881411 BOT CHORD 9-10=-124/559, 8-9=108/807, 7-8=-108/807, 5-7=-222/807 WEBS 1-9-455/619. 4-9=-588/446 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live [Dads. 5)' 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. 6) Provide mechanical Connection (by others) of truss to bearing plate capable ofwithstanding 4661b uplift at joint 10 and 550 lb uplift at joint S. 7) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Vrflydeslyn parameters and READ NOTES ON MS ANDINCLUDEDWTEK REFERANCEPAGEAl rev. OVIM0156EFORE USE ■ Design valid for use only with Mnek connectors. This design a based a yupan parameters shown, and is foram individual building component. Applicgbitty of design parameters and properincarporation of component a responsb9ity of bulding designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during comtuction a the responsibility of the MiTek' erector. Additional permanent bracing of the oveml slmcture a the respor lry of the bulding designer Forgeneral guidance regrading fabrication, quality conimt storage, delivery, erectlon and bracing, consu8 ANSNrPit Clearly CrIoll D50-111? and BC51 Building Component 69N Parka Fast 61A. Safetylnlormalion avo0able tomTNss Plate Institute. ]81N. Lee Steel, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Dly Ply 20958-Pa5la Bregoia4tollatla Res. T7125662 28958 A07 Root Special 1 1 Job efe c (optional) East Coast Truss, Fan Pierce, FL. 34M 7.530 a Jul 5-0 6 1 5.2-12 5.9.4 1 2-2-7 3x4 = 4x4 = 6.00 L12 2015 Scale=1:37.6 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.51 BC 0.27 WB 0.48 (Matrix-S) DEFL. in Vert(LL) 0.04 Vert(TL) -0.06 Horz(TL) 0.02 (too) Vdefl L/d 7-9 -999 240 7-9 >999 180 5 n/a Was PLATES GRIP MT20 2441190 Weight: 941b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (lb/size) 10=633/0-7-4, 5=823/0-7-10 Max Hoa 10=533(LC 8) Max Uplift10=459(LC 4), 5=-561(LC 8) Max Grav 10=633(LC 1), 5=829(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-10=607l467, 1-14=-431/315, 2-14=-4311315, 2-3=-469/276, 3-4=553/237, 4-5=-10051447 BOT CHORD 9-10=-111/523, 8-9=155/826, 7-8=-155/826, 5-7=201/826 WEBS 1-9=4531619, 4-9=5271400 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; BCDL=3.Opsf; h=15ft; B=57ft; L=17ft; eave=4ft; Cat. It; Exp D; Encl., GCpt=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4591b uplift at joint 10 and 561 Ib uplift at joint 5. 7) This truss design requires that a minimum of 7116• structural wood sheathing be applied directly to the top chord and'•/a' gypsum sheetrock be applied directly to the bottom chord. WARNING -Verity dasign paremerera and READ NOTES ON TIDS AND INCLUDED MTEK REFERANCE PAGE MIF74T3 rev. OVIMO15 BEFORE USE. .�p���pS a'f 39380 ATE R `p P %% i� .a'O,S�ONA� E�P% 69N Parke East BN4. Temp., % 33610 Job Truss Truss Type Qly Ply 3895&Pablo Beagolat-Collada Rea. 77125663 28959 A00 RoofapWal 1 1 Job Refaance(optional) East Coast TNSS. FOrt Plerce, FL. U946 7.530 a Jul 112014 MTek lndualdes, Inc. Wed Jun 0312:33:09201 a Vagal ID:EDU9HjU5PRIEP32A2dRZtIzAOFl6OaDv7uEpnO80YOVUwJ4mMgl JgZXSBvlOfhzA4iu 61 &S14 11-1-14 164E 106.13 1 &S14 4-&0 52-8 2-2.7 414 = 4x6 = )a 1 &S 4 81 6-514 9.10-a scale=1.35.9 Plate Offsets (X Y)— 14:0-2-10 0-1-81 I6:Od-00-3-D1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.14 6-10 >999 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.27 6-10 >722 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.54 Hom(TL) 0.02 4 n/a rda BCOL 5.0 Code FBC20101TPI2007 (Matra-S) Weight: 88 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 7=632/0-7-0, 4=824/0-7-10 Max Horz 7=-491(LC 8) Max Uplift7=480(LC 4), 4=571(LC 8) Max Grav 7=632(LC 1), 4=826(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid calling directly applied. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation aulde. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-7=-6041488, 1-11=5261378, 2-11=526/378, 2-3=651/345, 3-4=-1000/524 BOT CHORD 6-7=-94/472, 4-6=2411903 WEBS 1-6=460/644, 3-6=-413/371 NOTES- 1) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vesd=132mph; TCDL=9.Opsf BCDL=3.0psf; h=151t; B=57ft; Let 7ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 7 and 571 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16'sWctural wood sheathing be applied directly to the top chord andM" gypsum sheetrock be applied directly to the bottom chord. ON THIS AND INCLUDED 02110015aEFOREUSE. ENS--.. 6 3938 .� ATE i0 . 1111111110 NA' ,�,�� and BCSI Budding Component I 69M Patna East End. Temp., FL 33610 Job Truss Truss Type Dry Ply 2095&Pe0lo BregaW4Collada Res. m25se4 28958 A09 Roof Special 1 1 e enc o 'o al East Coast Truss, Fen Pieme, FL. 34946 7.530aJ01112014MTeklndustaes.InC. WedjWtG12:W:ue2Ui5 Faller ID:EDU9HjU5PRIEP32A2dRZt[zACF16OaDv7uEpmOROYOVUWJ4m l9g2ggYFSBvlO1h¢A7iu -1 ]-48 11-7-2 1Bha 186-13 1 74 42-12 4-14 2-2-] 3xB= S5= LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 CSI. Plates Increase 1.25 TC 0.70 Lumber Increase 1.25 BC 0.47 Rep Stress Ina YES WB 0.63 Code FBC2010frPI2007 (Matrix-S) REACTIONS. (lb/size) 8=633/0-74,4=823/0-7-10 Max Hom 8=459(LC 8) Max UpliR8=494(LC 4).4=-580(LC 8) Bass=1:35.0 DEFL. in (too) Well L/d PLATES GRIP Vert(LL) -0.09 6.11 >999 240 MT20 244/190 Vert(TL) -0.18 6.11 >999 180 Horz TL) 0.01 4 n/a n/a Weight: 87 lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installat on guide. FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 1-8=598/505, 1-12=594/424, 2-12=594/424, 2-3=720/400, 34=1017/547 BOT CHORD 7-8=77/431, 6-7=77/431, 46=-283/850 WEBS 1-6=-471/662, 3-6=-347/311 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=9.Dpsf; BCDL=3.Opsf; 1 1511; B=57ft; L=17ft; eave=oft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about 8s Center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint 8 and 5801b uplift at joint 4. 7) This truss design requires that a minimum of 7116' structure[ wood sheathing be applied directly to the top chord and IT gypsum sheetrock be applied directly to the bottom chord. �TTE �1`_ :14, �R11DP,���`. Ilflnl�p ®WARNING. verfly design parameters and READ NOTES ON DOS AND INCLUDED MITEK REFERANCE PAGE 14II-703 rev. O211612015 BEFORE USE. Design valid for use any v ih Milak connectors. This design h based only upon parameters shown. and G for an individual building component. ■■■■ Applicability of design parameters and proper incorpom5on of component Is resporuDllity of building designer -not two designer. Bracing she" Is for lateral support of ndlAdual web members only. Additional temporary bmcng to insure slabTty during construction B the respansbiGty of the Welk'erector. Additional permanent bracing of the overall structure is the regonsbinty of the builCmg designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing. consult ANSIDPII Duality Cdteda,DSB-89 and BCSI BVBding Component 6904 Parke Ease BAN. Safety Information available from Two Plate InAll ute. 781 N. Lee Street. Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qy Ply 2895&Pablo BreBolat-Collada Res. I125665 28958 AID Roof Special 1 1 o e e e o at East Coast TNas, Fort Plans, FL. U946 7.530 a Jut 112014 Nil eN Inausures. no. me Jun us 1[:a;iv Nlo Fev'' ID:EDU9HiU5PRIEP32A2dRZ11zAOF1-ab8b6Tvsa83FHvzkMC79sHJVc4QhP4TcNZUZB7zATit 1 42-05 &S14 i6db 18e-13 ,14 42-15 4-2-15 7-1M 2-2-7 Scale=1:32.5 3x4 = 3x4 = 5x5 = IR LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.07 6-12 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.15 6-12 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WE 0.31 Horz(TL) 0.01 4 We n/a BCDL 5.0 Code FBC2010/TPI2007 (Matra-S) Weight: 871b FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 20 SP No.3 MtTek recommends that Stabllizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 9=620/0-7.4, 4=83610-7-10 Installation Outdo, Max Horz 9=-41 B(LC 8) Max UpIRt9=487(LC 4), 4=-606(LC 8) FORCES. (Its)- Max. Comp./Max. Ten. - All forces 250(I1b) or less except when shown. TOP CHORD 1-9=594/493, 1-13=491/378, 2-13=491/378, 2-14=650/463, 3-14=-650/463, 3-4=945/440 BOT CHORD 8-9=78/407, 7-8=-120/512, 6-7=120/512, 4.6=-628/1325 WEBS 1-8=509/664, 2-6=-186/259, 2-8=440/388 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about Bs center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcur enl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 9 and 606 to uplift at joint 4. 7) This truss design requires that a minimum of 7/16• structural woad sheathing be applied directly to the top chord and 5F gypsum shestrock be applied directly to the bottom chord. ®WARNINo•Vwdydesignpanmefers and READ NOTES ON Tri AND INCLUDED MITEK REFERANCE PAGE Mll-1473 rev. 02/14,2015BEFOREUSE. ■ Designva8d foruse onlywithWak connectors. This design is based only upon parameters shown and lsforanlndividual building component ��• Appiicoollly of design paromeless and proper incorporation of components, responsblliy ofbuilding deigner-not truss designer. Bodngshown is for lateral support of lndr4dual web members only. Additional temporary bracing to insure, stability during comfructlon B the Nuponsibp0y of the Ps la(�e 1'• M Il erector. Addtionol permanent bracing of the ovem0 structure is the resporebuty of the building designer. For general guidance regarding fabrication, qually control, storage, deibery, erection and bracing. consul ANSI/TPII dually Criteria, DSB-89 and Dal Building Component 69M Perko East 8W. Saley lnforke lon avallable tom Truss Plate keflute, 781 N. Lee Sheet, Suite 312 Alezondri¢ VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply 2895&Pablo Bregalat-Collada Res. nlzwsa 28958 A11G Roafepeclal GWer 1 1 ReferenceJob o a East cases Truss, Fen Piece, FL, U946 4x4 = IA II 13 14 15 2 16 4x8 = Mmek 2-2.7 Scale=1:33.2 1$ Plate Offsets fX VI— f39-5-4 0-2-01 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (too) Vde0 Uri PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.10 6-8 1999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.13 6-8 -999 180 BCLL 0.0 • Rep Stress Ina NO Wig 0.89 Horz(TL) 0.04 4 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix-M) Weight: 87 lb FT=O% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0 15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-7 oc bracing. Mrrek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer installation aulde. REACTIONS. (lb/size) 9=142710.6-14, 4=129310-7.10 Max Hom 9=-386(LC 8) Max Uplift9=-111 O(LC 4). 4=1022(LC 8) Max Gmv 9=1454(LC 26). 4=1327(LC 26) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1a) or less except when shown. TOP CHORD 1-9=1410/1123, 1-13=-1394/1098, 13-14=1394/1098, 14-15=-1394/1098, 2-15=1394/1098, 2-16=-1394/1098,16-17=-1394/1098, 3-17=-1394/1098, 3d=1954/1359 BOT CHORD 9-18=-881396, 18-19=88/396, 8-19=881396, 8-20=1041/1649, 7-20=1041/1649, 7-21=-1041/1649, 6-21=-1041/1649, 4-6=1029/1629 WEBS 1-8=1334/1695, 2-8=-695/735, 3-8=-378/297, 3-6=283/510 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd-132mph; TCDL=9.Ops1; BCDL=3.0psf; that Sit: B=578; L=17ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed: Lumber DOL-1.60 plate grip DOL-1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1110 to uplift atjoint 9 and 10221b uplift at joint 4. 7) "Semi -rigid pilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 1751It up at 0-1-12. 221111, clown and 219 Ib up at 1-10-8, 221 lb dawn and 219 lb up at 3-10-8, 221 Ib down and 219 Its up at 5-10.8, and 200 lb down and 219 lb up at 7-10.8. and 200 Its down and 219 lb up at 9-114 on top chord, and 50 Ib dawn at 1-10-8, 501b down at 3-10-8, 50 Ib down at 5-10.8, and 50 to down at 7-10-8, and 423 Its down and 333 lb up at 9-10-e on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard in, EN �SFATT E ': \ • A` p FSS� 0 R I.'D'�C?�` 'o.!ONA�Ee��� ®WARNIND-Verfrydea1g pemmslenend READ NOTES ON WSAWINCLUOEO WEK NFFERANCEPAGEMII.713mv. 02116,2015BEFORE USE Design valid for use only with MTek connectors. This design is based o*Won parameters shown. and is for on lndNdual building component. ■■■■ ApplicablBty of design parameters and properincorpomtion of component is responsb9ity of building designer- not buss designer. Bracing shown is for lateral support of ind'Mdual web members only. Additional temporary bracing to insure stobAly during construction Is the responslbLtiry of the WOWerector. Additlonal permanent bracing of the ovemll uluclura Is theresomfla5ty of the building designer. For general guidance regarding foMcaBon, quality conlrot storage, delN ry, erectwn and bracing, consult ANSVRJI Quality CrImi DSB-89 and SCSI BuBding Component 69" Parke East Bind. Safety Information avabble horn Truss Plate lmtilute.781 N. Lee Street. Suite 312, Alexandra. VA 22314. Tampa. FL 33610 Job Truss Truss Type Gy ply2B95&Prplo Bregolat-Called, Res, T7125666 28958 A11G Roof Spedal Glider 1 1 Reference (optional) East Coast TNEb. Fad Please, FL. U945 7.530eJu1112014M,7ekhduSMOS,lnc. Wed J.n03l2:33;112015 Paget ID:EDU9HjU5PRjEP32A2dRZtlzAOF1-3nizJpwULSB6v2Yv WOPVrmUjABO0lbDE7jZSA?is LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-3=70, 3-5=-70, 9-10 =10 Concentrated Loads (Ib) Vert: 3=111(F) 1=-181(F) 6=-386(F) 13=111(F) 14=-111(F) 16=111(F) 17=111(F) 18=-23(F) 19=23(F) 20=23(F) 21=23(17) ®WARNING- Verify design panmelen and READ NOTES ON TTDS AND INCLUDED MITEN REFERANCE PAGE MII.7173 m OVIMO15 BEFORE USE. ■■■ Devgn valid for use any with Nlrekconnecloa. the design a hosed only upon parameters shown.ondis for an lndiddual balding component. Appllcablsty of desgn parameters and properincomoration of component 8 responslorly of building designer- not Imp designer. Bracing shown Is for lateral support of individual web members ants. Additlonal temporary bracing to Were stability during construction b the responslbssty of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibllity of the buflding designer. For general Guidance tagalong fabrication, quality cornet storage, dc&p y. erection and bracng• census ANSIp911 Guam, Cdteda, DSO.89 and SCSI Building Component 69w Parke Earl Bhd. Safety lnformoflon orasable from Truss Plate nstltute,781 N. Lee Steel. Suile 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 2B95BAeplo Brepolaf-CalleOa Rea. T12 667 23958 Al2 Common 7 1 ¢ Ii0 East Cost Truss, For Pleroe, FL 34948 2-2-7 4-64 3-11-12 44 = 3.11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) graft L/d TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.07 8-12 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.13 8-12 >999 160 BCLL 0.0 ' Rep Stress [net YES NB 0.15 Horz(TL) 0.03 6 n/a rda BCDL 5.0 Coda FBC2010fTP12007 (Mat ix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=839/0-7-10, 6=83910-7-10 Max Harz 2=247(LC 7) Max Uplift2=-634(LC 8), 6=-634(LC 8) FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(I1h) or less except when shaven. TOP CHORD 2-3=10801675, 3-4=769/533, 4-5=7891533, 5-6=1080/675 BOT CHORD 2-9=-367/977, 8-9=367/977, 6-8=357/910 WEBS 4-8--228/378, 5-8=-354/303, 3-8=352/303 FFSI4 Scale =1:35A PLATES GRIP MT20 244/190 Weight: 80 lb FT=0% BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-sewn gust) Vasd=132mph; TCDL=9.0pl BCDL=3.Opsf; h=1511; B=57ft; L=1711; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Plates checked for a plus or minus 0 degree rotation about its canter. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 634 Ib uplift at joint 2 and 634 lb uplift at joint 6. 7) This truss design requires that a minimum of 7/16- structural wood sheathing be applied directly to the top chord and IV gypsum sheetreck be applied directly to the bottom chord. B CENS JA tic 39380.r :Q: ATE �� NIaa A%%tCa�♦ ® wARN/Ne- Vray d+Np nm,lars and READ NOTES ON INS MD INCLUDED MITEK R£FERIINCE PAGE MIN4T3 m. eNrd2pts BEFORE USE. DesBavdid foruse onlywdth ALTekconnectors.ID dedgabbws ontyuponpwametenshown, and lsfclon Individual building component. 22 Applicability of design Parameters and proper Incarceration of component B nespansbOlty, of building designer- not truss designee Bracing shown i Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during carufiuction is the respornall of the M!Tek' erector. Additional Pl bral of the vamO structure Is the hasporeality of the building designer. For general uldance regarding fabrication, qualiry control storage, dei erection and bmchg. consull ANSViN10eaIffy Cdfeda. D511-89 and 901 Building Component 69W Parke East BNd. Safety Information available eombuss Plate Institute, 781 N. lee Street, Suite 312 Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply ze9saPaelp ereeolat-0ooade Ras. nlzsssa 28958 A13 common 1 1 ob Re a ce o East Coast Truss, Fart Pierce, FL. 34946 3.1142 31O 4x4 = 3.11-12 ass r 2.2.7 Scale =1:32.7 r, 8bc BAO LOADING (pall) SPACING- 2-0-0 CSI. DEFL. In (too) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.07 7-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.14 7-11 >999 100 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.03 5 n/a n/a BCDL 5.0 Code FBC201 OrTP12007 (Malrix-S) Weight: 77 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP Nd.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (Ib/size) 1=677/0-7-10, 5=842/0-7-10 Max Horz 1=240(1_C 6) Max Upliftl=-415(LC 8), 5=640(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 1-2=1099/706, 2-3=7991549, 3-4=-798/547, 4-5=-1089/689 BOT CHORD 1-8=433/1026, 7-8=402/997, 5-7=-380/918 WEBS 3-7-246/384, 4-7=354/304, 2-7=-367/329 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=57ft; L=1711; eave=4ft; Cat. II; Exp D; Encl., GCp1=0.18; MWFRS (directional): cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415 lb uplift atjoint 1 and 64016 uplift at joint 5. 7) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. �. E N,4 3938 ATE c(OR\�PCj��% ®WARNING• Verity designparamerers end READ NOTES ON THIS ANDINCLUDEOMITEK REFERANCEPAGEMIWO3 rev. OVIM015BEFORE USE. '.■■ Design volid forties only wth Mirekconnecton. ihis design @ based only upon parameterssham and is for an individual building component. Applicability of design parameters and proper incorporation of component responebility of building designer- not truss designer. Bracing shovm iip��.PYY■■ is for laterolsuppotl of Ndividualvmb members arty. Additional temporary bracing to insure stability during construction is the responsirchUty of the IVIiTek' erector. Additional permanent bracing of the overall structure is the rospansibi4ty of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, comet ANSVI Pll Quality Were, DSB.89 and BCSI Building Component 6964 Parke East aIW. Safety Inlormalion available A'om Truss Plate Institute. 781 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa. FL 33810 Job Tuss Truss Type Qty Ply 289SGPablo Bragolat-Cohda Res. 25669 28956 A14 Common 3 1 (ere ce o al East Coast Toesa, Fort Pierce, FL. 34946 7.5303JU111L014MIIeKinou5nea.Inc. woojun YJ1C:j, z1 suio t'aus, ID:EDU9HjU5PRjEP32A2dRZtlz OF1-XZFMXgx66mJZWC77UdldxiOsRu4Ut07vgMgGOTA?ir -1 3.10.10 ]-166 11-10.2 16 6 184Y13 81 3-10.10 3-11-02 61142 44 4 4x4 = 1 d Scale =1:35.1 LOADING (par) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCOL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2010/TPI2007 CSI. TC 0.51 BC 0.46 WB 0.17 (Matrix-S) DEFL. in Vert(CL) -0.07 Vert(TL) -0.15 Hom(TL) 0.03 (loci Udefl Ud 8-18 >999 240 8-14 >999 180 6 nda n/e PLATES GRIP MT20 244/190 Weight: 781b FT=O°/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 1-6-0 be Installed during truss erection, In accordance with Stabilizer a' REACTIONS. (Ib/size) 1=664/0.7-4, 6=850/0-7-10, 1=664/0-7-4 Max Ho¢ 1=-239(LC 6) Max Uplift 1=-408(LC 8), 6=-644(LC 8) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-1=-966/535, 1-2=962/580, 2-3=-1097/727, 3-4=-821/562, 4-5=8171559, 5-6=-11081701 BOT CHORD 1-10=-425/1049, 1-9=-425/1049, 8-9=425/1049, 6-8=390/935 WEBS 4-8=259/412, 5-8=-355/304, 3-8=406/343 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.0psf; h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; DOL=1.60 111I I I ❑/ !'7j�� Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber plate grip DOL=1.60 `.%%�� S A. 3) Plates checked for a plus or minus 0 degree rotation about 8s center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. % ENS'• `� �; • V� 2 �i •z 5) -This truss has been designed for alive load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1�--^"'" : r v"o 3938 ^' fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 408 to uplift at joint 1, 6441b uplift at joint 6 „ ]i:• and 4081b uplift at Joint 1. 7) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and %' gypsum : {� sheetrock be applied directly to the bottom chord. ATE �0. ���CP • A,< O R 1 P' Cj��4,, % SSIONA�?�`� &WARNMO-Vadry design parameters and READ NOTES ON This AND INCLUDED WTEK REFERANCE PAGE 1101.14T3 rev, 0211612015 BEFORE USE. ■■■■ Design valld for use only with NuTek connectors. This design is based only upon parameters shovm, and a faron Inc Mdual building component. Appikabifty of design parameters and properincoiporation of component is responsb0ity of budding desgner-not truss designer. BracIng shown ■�Y■ Is for lateral support of lndMdual web members only. Additional temporary bracng to bake stability durng conshuction B the responsbBBty of the MiTek' erector. Additional pe moment bracing of the overall structure is the respomblLly of the building designer, For general puldenre recording fabrication, quadfy control. storage, delivery, erection and bracing, consult ANSIfTPII Qualffy CrHeda.DSB-89 and SCSI BuUding Component 69al Parke Eon BIM. Safety lnksonefioa available from Truss Plate institute, ]81N. Lee Street. Suite 31Z Alexandra. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply 28958-Pablo Bregolat-collada Res. n1z5s7o 28958 A1SG Hip GlMer t 1 o re o f I East Coast Trial Fart Ple¢e, FL 34946 T.530 a Jul 112014 MRek Industrial, Inc. wed Jun Us 12:33:132016 Pege1 ID:EDU9HjU5PRjEP32A2dRZtlzAOFI-79pkkVykt3Rg8MiJ1 LysUwxyBHPRcT223XjEoSzA?iq ' -22--z2-4 I 7-aA0D 142a-0a zoo 3-0-02.2 Axe = 4x4 = al LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1,25 TC 0.83 TCDL 15.0 Lumber Increase 1.25 BC 0.54 BCLL 0.0 ' Rep Stress Ina NO WE 0.19 BCDL 5.0 Code FBC20107P12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. its/size) 2=1407/0-7-10, 5=1400/0-7-10 Max Horz 2=-214(LC 6) Max UpIIR2=-1152(LC 8). 5=1146(LC 8) Max Grav 2=1426(LC 29), 5=1419(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shaven. TOP CHORD 2-3=-2177/1635, 3-15=-1869/1545, 4-15=186911545, 4-5=.2162/1624 BOT CHORD 2-8=1157/1966, 8-16=-1157/1966, 7-16=1157/1956, 5-7=-1148/1889 WEBS 3-8=295/483, 47=-357/541 NOTES- 1) Unbalanced roof live loads have been considered for this design Scale =1:36.2 DEFL. In (too) gde0 Utl PLATES GRIP Vert(LL) 0.12 7-8 >999 240 MT20 244/190 Vert(TL) -0.14 8 >999 180 Hom(TL) 0.06 5 n/a NO Weight: 77 to FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer guide,Installation 1$ 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsh h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; B1BS A 1111B y7j '' Exp , D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 %%% III plate grip DOL=1.60 �P•,,,, A4e �41 3) Provide adequate drainage to prevent water pending. ENS'-. 4) Plates checked for a plus or minus D degree rotation about its center. ,% AA` ; "V �'.• � 5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcument 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 v6r 39•78 fit between the bottom chord and any other members. •' 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 11521le uplift at joint 2 and 1146 to uplift at joint 5. 8) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 4 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 219 lb up at 7-0-0. ; O •• ATE and 200 Ib down and 219 Ib up at 8-6-0, and 200 lb down and 219 Ib up at, 10-0-0 an top chord, and 423 Ib down and 333 lb up at 7-0-0 �� ,� •. ,C P and 501b down at 8-6-0, and 423lb down and 333lb up at 9-11-4 on bottom chord. The design/selection of such Connection 10 devical is the responsibility of others. 14, s ••• _` %* 10) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). ��I�S �� N A' LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �( ' Uniform Loads (pIQ cCet . 6p3� Vert: 1-3=70, 3-4=70, 46=-70, 9-12=-10 u ®WARNING -Verity design P.W. and READ NOTES ON THIS AND INCLUDED MREX REFERANCE PAGE 01-743 rev. OVIMO1S BEFORE USE. ■ Design valid for use only with Nalek connectors. This design b basetl a* upon parameters shown, and is for an Individual building component. � ApplicabiGN of design parameters and proper incorporation of component 9 responsibility of building designer- not Imes designer. trading shown ■■■ Is for lateral wooed of individual web members only. Additional temporary bracing to insure stability during construction a the responsubiny of the MiTek' erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabncotlon, quality control, stooge. delivery. erection and bracing, consult ANSVTPII Quoins, Canada, DSB-89 and BCSI Building Component 69%Paske Ean Saw. Safety Information ava9able from Truss Plate Institute]81N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job TMSS Truss Type Oty Ply 2095&Pablo Bregolat-Cinllula Ras. - 7125670 28958 Also Hip ender 1 1 Job Re er e (optional East Coast Tmss, Fort Pieces, FL. U946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-111(B) 4=-111(B) 8=386(B) 7=-386(B) 15=-111(B) 16=23(B) T.530 eJu1112014MReklndualdea, Inc. Wed June31133:132015 Paget ID:EDU9HjU5PRjEP32A2dRZt[zAOFI-79pkkVykt3Rg8MiJl LVsUwzy8HPRcT223XjEoSzA9iq ®WARNING-Vchy, design paramaNn and NEAP NOTES ON THIS AND INCLUDED BUTEK NEFERANCE PAGE MI-743 rev. OWBA IS EEFONE USE. Design valid for use only with N4Tek connectors. Thu design 6 based only upon parameters shown, and is for an individual building component. AppllcebiBly of design parameters and proper Incorporation of component 6 resporsblity of building designer -not truss designer. Bracing shown B for lateral support of Individual web members only. Addtional temporary bracing to insure stabilty during construction h the respombBBty of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding blurlcatlon. quality control. storage. del erection and bracing. consuff ANSIAPI10uulily CrIll DSB-89 and BCH Buidng Component 6904 Parka East BIM. Saetyimormrton available from Truss Plate Institute,781 N. Lee Street, Suite 31Z Alexandria. VA 22314. Tampa, FL 33810 Job Trues Truss Type Dty Ply 28958 regolat-Callada Res. Pablo e n1z5671 28960 MVP Valley 1 1 Job R.ftil (optionfill East Oaa9Trues, Fort Pieras. FL. 34946 ].53OeJul 1]2%a MOax lnaaAnes, roc. weajunu4II:aD:142Ui* Paget ID:EDU9MU5PRJEP32A2dRZtlzAOFI-TMN6yryMeNZhm WG Vb24507TJzhtnLyFCHBSnKuzA7Ip 2- O 2-0 0 Scale =17.9 2.4 '- LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) Na - n/a 999 MT20 2441190 TCOL 15.0 Lumber Increase 1.25 BC 0.02 Ven(TL) We - rda 999 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 HOR(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 5lb FT=0% LUMBER - TOP CHORD 2x4SP No.3 BOT CHORD 2x4SP No.3 REACTIONS. (lb/size) 1=55/2-0-0, 2=4812-0-0, 3=7/2-0-0 Max Holz 1=51(LC 8) Max Upliftl=-21(LC 8), 2=51(LC 8) Max Grav 1=561LC 13), 2=55(LC 13), 3=21(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc puffing. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required aoss bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsh BCDL=3.0psI; h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumentwfth any other live loads. J11111111, 5)' This truss has been designed fora 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 S A 0P 6) Bearing at)oint(s) 2 considers parallel to grain value using ANSIrFPI 1 angle to grain formula. Building designer should verify Capacity ,� ,,,, E N < of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 21 Its uplift at Joint 1 and 51 to uplift at Joint ��J�O,e"�G :� ' • �-^-� 2 8) "Semi -rigid phchbmaks including heels' Member end flxfty model was used In the analysis and design of this truss. /.9�.`G 393; �r X ATE •: p R I 1. D.NA`l­:�%%O`• ®WARNING•Verffy design parameters said READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. OVIW015 BEFORE USE. ■■■■■■ Design valid for use only with LLTek connecters. ID6 design b based only upon parameters shown. and is for an Individual building component. Applicability of design parameters and properincorporalion of component Is rmpombifity of building ellnot truss designer. Bracing shown I$ for latemisupport of inaMdual web members only. Additional temporary bracing to insure stability during construction k the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance abounding fabdcallon, quality control,storage.delivery. erection and bracing. conselt ANSI/IPII Ouaety CMedo,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available keenness Pdfe IndiNte. 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Temps, FL 33610 Jab Truss TN55 Type Sty Ply 2895BPatelo Bregolat-CO112da Rea. nlzs6n 28958 MY Valley 1 1 o e re ce o do a wash VOSA iNaq .an tierce. 1L.3M 'Z.a...,,....m„�.,.....,„........._,........... ... • ii., ID:EDU9HjU5PRjEP32A2dRZtl¢AOF1-TMN6yryMeNZhm WGVb24507TJ7htsLyFCHBSnKurA7ip 1.10-8 1-im Scale =17.6 2 3 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING. 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC201 OfrPI2007 CSI. TC 0.05 SC 0.02 WB 0.00 (Matrix) DEFL. in (too) Vde0 LJd Vert(LL) Na - Na 999 Vert(TL) n/a - lure 999 Horz(TL) -0.00 2 n/a We PLATES GRIP MT20 244/190 Weight: 5lb FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=60/1-10-8, 2=4411-10.8, 3=6/1-10-8 Max Harz 1=46(LC 8) Max Uplift 1=20(1_C 8), 2=-46(LC 8) Max Grav 1=51(LC 13), 2=50(LC 13), 3=19(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten. - All forces 250(lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; Exp O; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 1111111/ 1 1,$IJ*.- 5)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fAbetween the bottom chard and any other members. ,,1�•1� S• A 4e 6) Bearing 2 considers to value using ANSI/TPI 1 angle to formula. Building designer should verify Capacity ,� •••,,,,,•• .. O IN atjolnt(s) parallel grain grain of bearing surface. ,� O E •� `S'.9�i i 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 20 to uplift at joint 1 and 461b uplift at joint z. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = w , �3Es -4 O R,p? s/°NA 3 ® NAMING -Verity Jearghpammelera and READ NOTES ON THIS AND INCLUDEDIAMEK REFERANCE PAGE I0114473 rev. OY7WOU BEFORE USE Design valid for use arty With Mfli connealors. Thb design b based onN upon parameters shown, and is torah Individual building component. Applicability of design parameters and propermcomomtlon of component b responsiblity of binding designer- not two designer. trading shown Is far lateral support of individual veto members only. Additional temporary bracing to Insure stability during construction b the responsibility of the MiTek' erector. Additional permanent bracing of the overa0 s0ucture b the respon ianty of the buldmg designer. For general guidance regarding Iabdre calion. Quality control, storage, emotion and bracing. consult ANSI1IP11 Quality Criteria, Di and SCSI Bonding Component 6904P.6 East1Blvd. Salelylnloanailon available fromrrua Plate Institute,781 N. Lee Street, Sure 312, Alexandria, VA 22314. Tampa. FL 3380 Job Tru9S Tuss Type Oty Ply 2085&Paolo Brepolal-Callada Res. 7125673 20958 MV4 Valley 1 1 Jo (optional) East Cool Two, Fan Pierce, FL. U946 2x4 i 460 Lxry s 1a II zu» mu as ers...s. m" vvea aun ua r[:aa:ra zum ray' , ID:EDU9HjU5PRIEP32A2dRZtlzAOF1-xYxUSBz PhhYOgri91bKZLOP55A74PVLWrCKLLzA7io 2.4 IT LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (log) VillainL/d TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber Increase 1.25 BC 0.15 Vert(TL) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(TL) -0.00 3 n/a Na BCOL 5.0 Cade FBC2010/TPI2007 (Matra) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=129/4-0-0, 3=129/4-0-0 Max Holz 1=150(LC 7) Max Uplift 1=-75(LC 8), 3=85(LC 8) Max Gres, 1=129(LC 1), 3=150(LC 13) FORCES. (Ib)- Max. Comp./Max. Ten, - All forms 250(Ib) or less except when shown. Scale=1:13.0 PLATES GRIP MT20 244/190 Weight: 14 lb FT=0 Structural wood sheathing directly applied or 4.0-0 cc Sullins, except end verticals. Rigid gelling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required gross bracing be installed during truss erection, in accordance with Stabilizer Installaton g'tl NOTES. 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=151t; B=57ft; L=17ft; eave=oft; Cat. II; Exp D; End., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load noncancument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 751b uplift at joint 1 and 851b uplift at joint 3. 7) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ` 39380 h ,ram' p. ATE T. 0 R 10 ',P, ���',. i ,,ts/ONA' rGC��p ®WARNING- Vmlly design Pammaron and READ NOTES ON THIS AND INCLUDED AVTEK REFERANCE PAGE MI67475 rev. 02116 20f5 BEFORE USE. Design valid for use any with Mnek connectors. link design B based only upon barometers shown, and is for an Individual building component.• Appl'Kclorl of design parameters and proper Incorporation of component is responsibility of balding designer- not had designee Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the resporedirty, of the MiTek' erector. Additional permanent bracing of the overa0 shuctare k the respondbilily of the building designer. For general guidon. regarding fabrication, quality control. storage, delivery, erection and brachg, consult ANSIRPII Quality Calera, DSB-89 and Bat Building Component 69M Parka East Bind. Safety Information avmloble from Two Plate Inditule,781 N. Lee Street, Sate 31Z Alexandra, VA 2MI4. Tampa, FIL 33610 Jab Truss Truss Type Dry Ply 20956Pablaengolet-Callada Rea. 17125674 2095e SAW Valley 1 1 Job Raffiluno a Best Coast TN6a, FOIL PI¢Re, FL U946 7.509 a Jul 112014 MITeK Ndustnea, Inc. Wad Jun 0312:33:152015 Pe901 ID:EDU9HIU5PRjEP32A2dRZtlzAOF1-xYxU98z PhhYOgn9IbKZLOF256a4PVLWrCKtLZA7io 6-D0 6-DD C 3 2x4 i 2.4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) gde0 L/d TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) file - n/a 999 TCDL 15.0 Lumber Increase 1.25 BC 0.44 Vert(rL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=209/6-0.0,3=209/6-0-0 Max Hors 1=242(LC 7) Max Uplift 1=.121(LC 8). 3=-138(LC 8) Max Grev 1=209(LC 1), 3=242(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:18.1 PLATES GRIP MT20 244/190 Weight: 21 lb FT-0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-D-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide, NOTES- 1) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsb h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord rave load nonconcument with any other live loads. 5) -This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will rd between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 121 lb uplift atjoint 1 and 138 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. WARNING. Var ty design pamm efan and READ NOTES ON MS AND INCL UDED MTEK REFERANCE PAGE M114470 rev. OVIWOf 5 BEFORE USE slan vcAd for use on)v Wth Miirek connectors. IDb design Is based onntecon parameters shown. and Is loran IndNdual butting component. lgedd, 150.6y and fiC316uuding Component 69W Perke Ease BW. 2MI4. Tampa,FL 33610 Job Truss Truss Type Qty Ply 20951HPeblo Bregolat-CogedO Rea. 2 075 28958 MV6A VallOy 1 1 e r i Fasswas ituea. Fort Ple¢e. et.. U4940 r.a3U a Uun13U14 Mue4lnoumnes, mc, wee run ua uau:ID zma Paget ID:EDU9HjU5PRjEP32A2dRZLIzAOF1-xYxUSBz PhhYOgriglbKZLOGr56w4PVLWrCKtLzA7io 5-10-8 3 2.4 cc 2x4 II LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/rP12007 (Matra) LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 REACTIONS. (lb/size) 1=204/5.10-8, 3=20415-10-8 Max Horz 1=236(LC 7) Max Upliftl=-118(LC 8), 3=-135(LC 8) Max Grant 1=204(LC 1), 3=237(LC 13) FORCES. fib) -Max. CompJMax.Ten.-Allforms 250(Ib) or less except when shown. Scale =1:17.7 PLATES GRIP MT20 244/190 Weight: 211b FT-0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MTek recommends that Stabilizers and required gross bracing be Installed during truss erection, In accordance with Stabilizer Installation quide. NOTES- 1) Who: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; BCDL=3.Ops1; h=15ft; B=57ft; L=1711; save=oft; Cat. II; Este D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1181b uplift at joint 1 and 135 lb uplift at joint 3. 7) "Semi -rigid phchbreaks Including heels" Member end fairy model was used in the analysis and design of this truss. ``��PS A�r ���•`�0 ; C E N T7 3931 e ON NOS AM INCLUDED NICK .. OV162015 BEFORE USE. erector. Addlland ammumenl bmcing of the Deena stmetuns 3 the respon9blYry 01 the OU14ing desgne% For genera gulaance regarrnng lieu rvr� fabrication, cruelty conhol. storage, delivery, erection and bracing. conwlt ANSVTPII Qeantp Ofeda,DSB-09 and SCSI Bending Component 6904PmkOEast BW. Salary Information avertable from Truss Plate Institute, 781N.Lee Sheet, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss TN$5 Type Oty Ply 2005&Pablo Brogolst-Collade Res. T71256i6 28050 MW aluy 1 t Job Reference East Coast Truss, For Pierce. FL, 34940 7.00 a Jul 112014 MITek Industries,Inc. Wed Jun 03 12:33:16 2015 Pagel ID:EDU9HjU5PRJEP32A2dRZtlzAOFi-PkVsNW dA_pP7g0yT6a6Y2b_VXIprNNNxuPnzA?in 7-1-0 r I ]-1-0 5 4 Pao ir 1.4 I 2x4 II LOA13ING(psp SPACING- 2-0-0 CSI. DEFL. in (lac) I/de0 L/d TCLL 20.0 Plates Increase 1.26 TC 0.28 Verl(LL) Na - n/a 999 TCDL 15.0 Lumber Increase 1.25 BC 0.12 Ven(TL) Na - this 999 BCLL 0.0 ' Rep Suess Ina YES WB 0.08 HOrz(TL) -0.00 4 Na Na BCDL 5.0 Cade FBC2010rrP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4SPNo.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 20 SP No.3 REACTIONS. fib/size) 1=89/7-1-0,4=111/7-1-0,5=306r7-1-0 Max Holz 1=292(LC 5) Max Upliftl=14(1_C 9), 4=91(LC 5), 5-259(LC 8) Max Gmv 1=120(LC 14), 4=135(LC 13), 5=340(LC 13) FORCES. fib) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shaven. WEBS 2-5=-299/268 Scale = 1:20.8 PLATES GRIP MT20 2441190 Weight: 281b FT=0% Structural wood sheathing directly applied or 6-11-0 cc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. MtTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation de NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd-132mph; TCDL=9.Opsf; BCDL=3.Opsf; hot 5ft; 8=57ft; L=17ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chard live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-D tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 1, 91 lb uplift at joint 4 and 259111 uplift at joint 5. 7) "Semi pRchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. VT E �411 0F(1OP`JGN '11111 % FL Cert. 6634 June 3,2015 ®WARNING- Verfly, daslgn Paramorwe and READ NOTES ON THIS AND INCLUDED suni REFENANCE PAGE MO.703 rov. OVIN20I5 BEFORE USE. Design vaild loruse all ANek conneclors. Thh des a is based onlTupon parameters shown. and 4 foran indNtlual buJding component. Applicability of design parameters and proper incorporallon of component 6 responvalily of bull designer -not buss designer. Bracing Mom Is far lateral svplood of?xJMdualweb members only. Additional tempos, bracing to lmure stability during call b the responsibility of the MiTek' ..to, Additional permanent bracing of the overall druchne Is the responabiGty, of the balding designer. For general ITuldance regardlnp faladwti.m quality control. storage, dell eredbn and bracing, consul) ANSI/IPI7 Quality Criteria, DSB.89 and BC51 Building Component 6905 Parke East BIM. Safety Information available from Truss Plate Outitufe,781 N. Lea Steel, Suite 312. Alexandra, VA M14. Tampa, FL 33610 Job Truss Truss Type Oty Ply 28956Pe514 Bregolat-COAaOa Ree. nlzse77 zesse vs valley t t on ante o '11 camwm, uuaa, run nmw, rt.uawo rvyv ID:EDU9HjU5PRjEP32A2tlRZtWOF1-I WkNCu17EDKgURkfyJBWGOj116vg1914g7v5YVrA7ij 51-8 5-1-8 2 U4 II 3 2.4 II Scale =1:13.3 6 5 4 2x4 11 1.4 II 2x4 II 5.1-e 5-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) We - We 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a - We 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.06 Hom(TL) -0.00 4 n/a We BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight: 22 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 6=81/5-1-8, 4=81/5-1-8, 5=225/5-1-8 Max Hoe 6=147(LC 5) Max Uplift6=-97(LC 4), 4-96(LC 5), 5=197(LC 5) Max Grav 6=92(LC 14), 4=91(LC 13), 5=225(LC 1) FORCES. (Ib)-Max. Comp./Max. Ton. -All forces 250(lb) or less except when shown. Structural wood sheathing directly applied ors-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Ops1; h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires wnlinuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 240-0 wide will fit between the bottom chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 6, 96 lb uplift at joint 4 and 197 lb uplift at joint S. 8) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, ®WARNING-VW6 Desi0n volid for use and eVfW0158EF0REUSE. J�,`��PCEEN7! c Q /• �-�39 31 •�l-� fk T E': R \ ? N, NALE?�%" nn111� oastNctian Is 69M Parke East BNO. Tampa.R 33010 Job Truss Truss Type Oty Ply 2895aPaalo BregoletCona0a Ras. n1zsBTe 20950 VT alley t 1 East Coats Tense Fort Plates, FL. U946 7.5304Ju1112014MReklndustdes,lnc. Wed Jun0312:33:202015 Paget ID:EDU9HjU5PRjEP32A2dRZtlzAOF1-mIIIGE217X5h6bJN0ilpcGMGWBrU6ZDumff47zA7ii 7.1.8 3x4 = 1x4 11 3x4 = 6 3x4 = k6S1 4 3x4 = Scale-1:25.0 Plate Offsets IX Y)- 13'Edae 0-1-e1 14,Edae 0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (foe) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1,26 TC 0,62 Ven(LL) n/a - Wa 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.57 Ven(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES VVB 0.09 Hom(TL) -0.00 4 We n1a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight: 361b FT=0 LUMBER - TOP CHORD 20 SP No.3 BOTCHORD 2x4SPNo.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=112/7.1.8, 4=112/7-1-8, 5=322/7-1-8 Max Horz 6=-319(LC 4) Max Uplift 6=185(LC 4), 4=184(LC 5). 5=281(LC 5) Max Grant 6=165(LC 14), 4=165(LC 13), 5=322(LC 1) FORCES. (lb) - Max. Comp./Mex. Ten. -All forces 260 (lb) or less except when shown. WEBS 2-5=284/306 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer installation tl NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL-9.Ops1; BCDL=3.Opsf; h=1511; B=57tt; L=17fr; nave=4tt; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end veMcal left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water Forcing. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chard bearing. 5) This truss has been designed fora 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.Opst on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-D-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 18511; uplift at joint 6, 1841b uplift at joint 4 and 281 Ih uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this Wss. ON THIS AND tKOW DED ANTEK REFERANCE PAGE MII.7nd nv. OM d201 S SEFORE shown of the erector. Additional permanent bmclnp of the ovemu structure is the responabiury or the bu0aing designer. for general ovaance regarong fabracron, duality control storage. delve, erection and bracing. comsat ANSI/1PIl cleanly Were,DSB-89 and ACSI flooding Component 6904 Parke Eest BNd. lafetylatcrmation available frohrrhas Plate lmtitute.781 N. We Steel. Safe 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Dy Ply 2811&PeSlo Bregolat-Colleda Res. T2125878 28958 V9 alloy / 1 I Job e East Coast Truss, Fort Plerce, FL 34946 7.53o 5 Jul 11 ZU14 Was inoumnes, me. wee Jun ua lz:":[s xmo ✓ages ID:EDU9HjU5PRjEP32A2dRZ11zAOFl- iIl0E21?%Sh6bJrVOilpeOLvW/EU6BDumff4_zA?ii Scale =125.5 3x4 = 1.4 II 3x4 = 9 5 43x4 3.4 = Us II = LOADING (psf) TCLL 20.0 TCDL 15.0 SCLL 0.0 ' BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2010/7P12007 CSI. TC 0.65 BC 0.61 WB 0.12 (Matrix) DEFL. in Vert(LL) n1a Vert(TL) n/a Horz(TL) -0.00 (lot) Vdell L/d - n/a 999 - n/a 999 4 Na n/a PLATES GRIP MT20 244/190 Weight: 431E FT=0% LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 60-0 oc puffins, except BOTCHORD 20 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 9.94 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer [installation REACTIONS. (lb/size) 6=146/9-1-8, 4=146/9-1-8, 5=41519.1-8 Max Horz 6=328(LC 4) Max Uplift6=199(LC 4), 4=-198(LC 5), 5-355(LC 5) Max Grav 6=238(LC 14), 4=238(LC 13), 5=528(LC 13) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 260(lb) or less except when shown. WEBS 2-5=3661387 NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf 4=1511; B=57ft; L=17ft; eave=411; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about Its center. \ \\\\S \\ A It \� P A� 4) Gable requires continuous bottom chard bearing. live loads. 0�•' Ci E N •'•• Q �i •�,� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other �% 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 BCDL = 5.Opsf. 3 93801--- fit between the bottom chord and any other members, with 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 6, 198 ID uplift at joint 4 and 355 lb uplift at joint S. 8) "Semi -rigid pitchbreaks including heels" Member end fairy, model was used in the analysis and design of this truss. ;F� ATE :��� 0�� • �C 0 R IV SSJONAl WARNING-Vadf dss[9m Panm8hvsendp£ADNOTES ONMSANDINCLUDEDMITEKREFERANCEPAGEMII-7423rev. 02/1642015 BEFORE USE nignvalld for use ony with Wait connectors. rNs design B Cased ont/upon parometen shown, and a loran Individual bulding component. s 11colaliy of tlesign parameters and proper Incoipora5cn of compcnent h respombility of binding desgner- not hues designer. Bracing shown ^. inswml emnna onnaiv eW web members onN. AEditlonal femoonmv bracing to Insure stablllN dudno mnshuctlon E the responsibUly of the ^tltada, DSB-89 and 8Rl Bandung Componens fi904 Parka EastBNd. 22314. 1 Tampa. FL 33610 Job Truss Truss Type Oty Ply 26968-Pablo Bregat,t-codada Rea. nlzssao 28958 via GABLE 1 1 Job Reference (optional) East Coast Two. Fan Pierce, FL. U948 7.530 a Jul 112014 Wax Industries, Inc. Wed Jun 03 12:33:16 2015 Pages 10:EDU9HjU5PRjEP32A2dRZt[zAOFi-PkVsNW dA_pP?g0u)T6a6YZTJVUupgNUIVmPnrA?in 9 0.8 9 9 Y8 0.10.0 Scale=1:29.8 4x4 = 2x4 II 3 4 2x4 i 7 6 5 1.4 II 1.4 II 2x4 II &10.a LOADING(ps1) SPACING- 2-0-0 CSI. DEFL. in (lac) VdaB L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.77 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.30 Vert(TL) n/a - Na 999 BCLL 0.0 • Rep Stress Incr YES WB 0.15 Hor2(TL) -0.00 5 No n/a BCDL 5.0 Code FBC201 OfTP12007 (Matrix) Weight: 43111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6.0.0 cc purists, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 9-10-8. (III) - Max Hoa 1=374(LC 7) Max Uplift All uplift 100 Its or less atjolnt(s) 1 except 5=-197(LC 13), 6=240(1_C 5), 7=-383(LC 8) Max Grey All reactions 250 lb or less at joints) 1, 5 except 6=498(LC 13), 7=496(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=319/178 WEBS 3-6=437/337, 2-7=-453/423 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Ops1; h=15ft; B=57ft; L=171t; save=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 1`1S /I,� plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its Center. , .%-%* A ♦♦ �`P 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for 10.0 bottom live load nonconcument with any other live loads. ♦♦♦ Q •,• • G EN**- , -`�•,•2 �� ♦ `�`; a psf chord 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 �,� `♦ .• r`� fa between the bottom chord and any other members. v i 30380� * %• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1 except (jl=lb) 5=197- ,6=240,7=383. 8) "Send -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �7¢ ATE :��/Z woe, 0 R 1 � P; ���,♦ 6634 ®WARNING-vadydWgnparametersandREADNOTESONTHISANDINCLUDEDMITENREFERANCEPAGEMlI-7473nv.OVIBG015BEFOREuse e ■(���� Design valid for use only with mirex connectors. this design 4 based only upon parameters shown Individual 4 for on Indual budding component. ApplicablGty of design parameters and proper incorporation of component 4 responsibility of building designer -not two designer. Bracing shown 4 for lateral support of Individual web members only, Additional temporary bracing to Insure stability during construction 4 the responsbddN of the A1'' Ts ek• erector. Additional permanent brachig of the ovenAntwetum is the respondb0ty of the building designer. For general guidance regarding fabrication. quality control stereos, derrvery, creation and bracing, consult ANSUTP11 Cuddly CMerts, DSB.89 and BCSI Building Component SVF 69M Parka Ean atrd. Safety Irradiation availeTelrom Truss PlacirriiNle.7BIN.Lee Sheaf.Suila312Abvondda,VA223i4. Tampa,A S3810 Job Truss Tnle9 Type Oty PIy 2895&Pablo Bragola4Ca0ada Res. T7125e81 28958 V11 alley 1 1 Job Relere0celOOtiOnall _ Cebl l.aaA l N b. 1mr IIC![B, 11 I.IJ0tl 11.1.8 3x4 = 1x4 II 1 7 2 6 5 raau a am r r zma ran an muusnlea, Inc. wau aun ua iz:as:i r zuso eager ID:EDU9HjU5PR)EP32A2dRZIITAOF1-1x3Fas7FxlxGd 74GAdpemSfPvllYHoe 9hRxDTA?im 8 LOADING (psry SPACING• 2-0.0 CS'. OEFL. In (too) gtlefl L/d TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) n/a - Na 999 TCDL 15.0 Lumber Increase 1.25 BC 0.61 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 HOR(TL) -0.00 4 are Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOPCHORD BOT CHORD 2x4SPNo.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=180/11-1-8, 4=180/11-1-8, 5=507/11-1-8 Max Horz 6=328(LC 4) Max UpIiR6=218(LC 4), 4=-21 B(LC 5), 5=404(LC 5) Max Grav 6=272(LC 14). 4=271(LC 13), 5=644(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=447/444 3x4 = $cale-1:24.8 3 43x4 = PLATES GRIP MT20 244/190 Weight: 491b FT=O% Structural wood sheathing directly applied or 6.0-0 ac Purlins, except end verticals. Rigid ceiling directly applied or 9.8-12 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Ida NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsF BCDL=3.OpsY, h=15ft; B=57ft; L=17ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 1111111111 ��I/ S A. , �' 4) Gable requires continuous bottom chord bearing. ��� O•• E N S •• ••,•? 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 3-6s0 tall by 2-0-0 wide will • 38 fit between the bottom chord and any other members, with BCDL= 5.0psf. v'-O - * : 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joints) except Qt=lb) 6.218. Z _ 4=218,5=404. 8) "Semi -rigid pitchbreaks including heels° Member end fixity model was used in the analysis and design of this truss. ATE ,0, T s,O N A' �?C�,. WARNING - VWI y daaign Panm el era and READ N0 TE5 ON Ti05 AND INCLUDED MITEK REFEFANCE PAGE MII-7n3 nv. OVI NOr 5 BEFORE USE. slon valid for use oMy wtih Mlrek connwtors. This design is based onlyupon parameters shown and Is for an Individual balding Component. FL Cert. 6634 8904 Parke East BW. Tamps, FL 33610 Job TNss TNss Type Oty Ply 2095&Pablo Bmgalat-Collada Res. TT125882 28958 V13 GABLE 1 1 ob a East Coast Truss. Fan Pierce, FL. U946 3x4 = W II 10 9 3x4 = 1x4 II T.530 eJu1112014 MRex lndus(des. Inu Wed Jun 0312:33:172015 Paget ID: EDU9HjU5PRjEP32A2dRZtITAOF1-a3Fas7FxlxGd 94GAdpem5ggvlZYIYe 9hRxDzA7im 7 Us II 3x4 = 814 = Scale =1:25.4 Plate Offsets (X Y)— 15�Edae 0-1-81 I6•Edae 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in floc) Wall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) n1a - We 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.60 Vert(TL) n1a - n1a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.09 Horz(TL) -0.00 6 me n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight: 65 lb FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc purllns, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I sea REACTIONS. All bearings 13-1-8. (Ib) - Max Horz 10=328(LC 4) Max Upli t All uplift 100 Ili or less at jolnt(s) except 10=207(LC 4), 6=-206(LC 5), 8-261(LC 4), 9=-301(LC 5), 7=299(LC 4) Max Grav All reactions 250 lb or less at joinl(s) 10, 6 except 8=428(LC 15), 9=482(LC 13), 7=481(LC 14) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3.8=295/287, 2-9=263/224, 4-7=-263/223 NOTES. 1) Wnd: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=57ft; L=17ft; save=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 \\\ \\\\1111 I I11�1 plate grip DOL=1.60 \ S G A. ��, 2) Provide adequate drainage to prevent water ponding. \\ P 3) Plates checked for a plus or minus 0 degree rotation about Ns center. �\\ O�•' E N •••• 4) Gable requires continuous bottom chord bearing. `��.�: �,� S�.•,'.9�%�Y� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 39380 fit between the bottom chord and any other members, with BCDL = 5.Opsf. 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 2071to uplift aljoint 10, 2061b uplift at joint 6= 261 1b uplift at joint 8, 301 1b uplift at joint 9 and 299 lb uplift at joint 7. .:Ix O,• = 8) "Semi -rigid pftchbreaks including heels' Member end fixity modelwas used in the analysis and design of this truss. . ATE 1: 10NA' ��\% dwannanmemm and READ NOTES ON rMSANDINCLUDEDAUTEK REFERANCEPADEM4.74A W. OV104015BEFORE USE FL Cert. 6634 69N Parke East Blvd. Tampa. 1133610 Jab Truss Truss Type Qy Ply 28951 Pablo Bregoot-COBada Rea. T7125683 28958 V14 GABLE 1 1 job Rafe a ti a East Coast Truss. Fort Pierre, FL. U946 7.530 aJUI112014 MITek lMOU91e5,Inc. Wed Jun 03 12:33:18 2015 Pagel ID:EDU9HjU5PRjEP32A2dRZtlzAOF1-L7ddnC7lic46F7aHqu82BzegtlAJHkOnCpQ7TgzA7il 3x4 i 11.0.9 2-10-0 4x4 = U4 II 52x4 II Scale=1:35.1 1310.8 LOADING(psf) SPACING. 2-0-0 C81. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.76 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.31 VergTL) Na - n/a 999 BCLL 0.0 ' Rep Stress [nor YES NB 0.18 Hom(TL) -0.00 5 n/a Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight: 59 lb FT=O% LUMBER- BRACING. TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied orb-D-O cc purling, except B07 CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 B07 CHORD Rigid ceiling directly applied or 6-D-0 cc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer linstallat on aulde. REACTIONS. All bearings 13-10-8. (lb) - Max Harz 1=420(LC 7) Max Uplift All uplift 100 Its or less atjoint(s) 1 except 5=-121(LC 8), 6=181(LC 5). 7=-427(LC 8) Max Graft All reactions 250 lb or less at joint(s) 1, 5 except 6=525(LC 13). 7=575(LC 13) FORCES. (lb)- Max. Comp./Max. Ten. - All forms 250(I1d) or less except when shown. TOP CHORD 1-2=325/221, 2-3=259/154 WEBS 3-6=-3511224, 2-7=491/457 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=57ft; Lot7ft; eave=oft; Cat. II; Exp D; Encl., GCpt=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 r llates , j,,T11 f I111111j` ate grip 3) Pchecked for plus or minus 0 degree rotation about its center. `` •o•• 6 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. E N 4 `� .�; '�\ S�•.qy� 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 Q 3938 fit between the bottom chord and any other members, with BCDL= 5.Dpsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1 except Ut=lb) 5=121 * :• , 6=181, 7=427. 8) "Semi -rigid pitchbreaks including heels" Member end fxty model was used in the analysis and design of this truss. ATE �O��SF< OR it P �jc,�• At-���`� WARNING. Verify design Parameters and READ NOTES ON TNIS AND INCLUDED MREK REFERANCE PACE MII.7413 rev. OVIM015 BEFORE USE. sign volid for use ony Wth MTek connectors. This design B based only upon parameters shown. and is for an Individual budding component. nlrm6ell of r f.do. onm f rtand mmn-lnmmomfion of mmnnnmt h msoonnbliN of buldlnv desioner- not trun deslanen Brocina, are\ I FL Cert. 6634 1 69W Parke East BNd. Tampa, FL 33610 v Job Truss Truss Type Oty Ply 20958-Pablo Bregola6Collada Res. 77125684 2e950 V15 GABLE 1 1Job Refenence (colonel) rsat•rvea, ,,va•, ru„........ .. N -''''"".M1l ex......se. Ill.. wee JM Y31[:JJ:Itl No Yegel ID:EDU9HjU5PRjEP32A2dRZtIZAGF1-L7ddnC9tic46F7aHqu82Bzerdl5bHknCpD7TgzA7il 151-8 ii1-B Scale=1:27.5 3x4 = 1A II 1x4 11 3x4 = 1x4 11 3x4 = 1 2 3 4 5 6 12 3x4 = 11 10 9 1x4 II 3x4 = Us II 7 114 = Plate Offsets (X Y)— 16�Edae 0-1-81 17'Edge 0-1-81 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) rue - n/a 999 MT20 2441190 TOOL 15.0 Lumber Increase 1.25 BC 0.61 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WE 0.09 Hom(TL) -0.01 7 n/a nfa BCOL 5.0 Code FBC20107TPI2007 (Matrix) Weight: 711b FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOTCHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-11-5 cc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation REACTIONS. All bearings 15-1-8, (I s) - Max Horn 12=328(LC 7) Max Uplift All uplift 100 Its or less atjoint(s) except 12=207(LC 4), 7-206(LC 5), 9=219(LC 4), 11-279(LC 5). 8=278(LC 4) Max Gmv All reactions 2501b or less at joint(s) 12,7 except 9=407(LC 14), 11=506(LC 13). 8=505(LC 14) FORCES. (b) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shaven. WEBS 3-9=2801243, 2-11=286/257, 5-8=285/257 NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.0psh BCDL=3.Ops1; h=15ft; B=57ft; L=17ft; eave=4ft; Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 1I111111 f ��"-'4p plate grip 2) Provide adequate drainage to prevent water pending. \\\\\\ S A. % P A� e'9 ♦♦♦ 3) Plates checked for a plus or minus 0 degree rotation about its center. \�, 0�' • C E N S • • 4) Gable requires continuous bottom chord bearing. `� �`,•'�,� ^tC••••�� ♦♦ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. • 3938 0 6) This truss has been designed for alive load of 20,0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 5.0ps1. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2071b uplift atjoint 12, 2061b uplift at joint 7= 219 1b uplift atjoint 9, 2791b uplift at joint 11 and 278 to uplift at joint 8. fq. 8) "Seml-rigid pflchbreaks including heels" Member end fiety, model was used in the analysis and design of this truss. ATE : • �4 00. ♦'�SS��NA� E�\\ \• ItI4 ON I FL Cert. 6634 1 IB.. 02110 2015 BEFORE USE. :ponzbiGry of the ■ i�a{tA 4(r m,,.nJing 1V1 GIB g C.mp.nanl 69M Parka East Bh 1. T..,, FL 33610 Job Truss Truss Type Oty Ply 2895&Pebloaregala4aallada Rea. Tr125685 28958 V18 GABLE 1 1 Job Reference foOtlonall East Coast Trues, Fart Plane, FL. U90 13.0.8 44 = 112014 MRek IndusNes. Inc. Wed 3x4 i 8 9 7 B 5 Us II 3x4 = 2x4 II ix4 Scale=1:42.4 17-168 LOADING(psp SPACING- 2-" CSI. DEFL. in (roc) gdeg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) R/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.30 Vert(TL) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.26 Horz(TL) -0.00 5 n/a are BCDL 5.0 Cade FBC2010/TPI2007 (Matrix) Weight: 74 lb FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 1043-0 oc bracing. OTHERS 2x4 SP No.3 V n ek recommends that Stabilizers and required cross bracing [installation quids, be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 17-10-8. (lb) - Max Ho¢ 1=467(LC 7) Max Uplift All uplift 100 Ib or less aljolnt(s) 1 except 5=-217(LC 8), 6=140(LC 5), 8=-507(LC 8) Max Grav All reactions 250 lb or less at jcint(s) 1 except 5=315(LC 14), 6=584(LC 13), 8=726(LC 13) FORCES. (Its) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=389/274, 2-3=294/254, 3-4=222/258 WEBS 3-6=354/184, 2-8=-583/531 NOTES- 1) unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsh BCDL=3.Ops1; h=15ft; B=57ft; L=18ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,`1p 1111111j� plate grip DOL=1.60 ,`\*. S A 3) Plates checked for a plus or minus 0 degree rotation about its center. `�� �P` •,,,; • A�e �j� 4) Gable requires continuous bottom chord bearing. �� O E N 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. �` •• `S •• 9 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 :� � �'•••' t%�" fit between the bottom chord and any other members, with BCDL = 5.Opsf. 41 u J 3O 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjoint(s) 1 except (jt=1b) 5.2172 ,6=140,8=507. 8) "Semi -rigid pitchbreaks including heels" Member end fuity model was used in the analysis and design of this truss. Tq. ATE C O N Ali - FL Cert. 6634 June 3.2016 A rsil. ®WARNING- Vrlrydesren panmsrem and READ NOTES ON TNISAND INCLUDEDBVrEKREFERANCEPAGEB047479nv. OLiB2018BEFORE USE Design valid for use only with 7Mek connedoa. This design is based only upon parameters shaven, and Is loran lndNdual building component. _ 3 �f AppFcobimpomilan liiy of design parameters and proper lncof component isrespomlbEir or buddng dadgner-not huss designee Bradng shown Is for lateral support of hdividud web members only. Additional temporarybrecing to Imire stability during construction is the responsibOlity of the 99 ( 4 erector. Additional permanent bracing of the overall stmclure is the respardbllity of the building designee For general guldance regarding fabrication. quality control, storage, defvery, erection and bracing, consult ANSIRPII Quality Cdtada, 0511-89 and BCSI Building Component 6904 Parke East BIM. Safety Information available Vomrmss Plate Institute. 781 N. We Sheet. Suite 312 Almandda, VA 22314, Tampa, FL 33610 Job Truss Truss Type Dry Ply 2595&Pablo Bregolat-coflada Ras. T 125686 29958 V22 GABLE 1 1 Reference i East Coast Truss, For Pierce, FL. M946 15-0.8 6.00 12 7.530 s Jul 112014 Mnek Industries, Inc. Wed Jun 03 12:3120 2015 Page ID:EDU9HjU5PRIEP32A2dRZtlzAOF1-1WSNCUl7EDKgURIdyJBWGOjDK6rGlaO4g7v5YYTA7ij 4z4 = Scale=1.47.4 3x4 13 12 11 10 9 8 1x4 II 1.4 II 3x4 = 1.4 II 2x4 II LOADING (psl) SPACING- 2-0-0 CSI. TCLL 20.0 Places Inuease 1.25 TC 0.51 TCDL 15.0 Lumber Increase 1.25 BC 0.34 BCLL 0.0 ' Rep Stress Inv YES WB 0.41 BCDL 5.0 Code FBC2010/TPI2007 (Matrix) 34 II DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) Na - n/a 999 MT20 244/190 Vert(TL) Na - n/a 999 HOR(TL) -0.00 8 n/a n1a Weight: 97 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 "Talkrecommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. All bearings 21-10-8. guide (@)- Max Holz 1=523(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 8=-471(LC 14), 1=-122(LC 6), 10=-123(LC 5), 12=-047(LC 8). 13-330(LC 8), 9=-557(LC 8) Max Grav All reactions 250 lb or less at joints) 8, 1 except 10=665(LC 13), 12=702(LC 13), 13=430(LC 13), 9=973(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=433/350, 2-3=-394/302, 34=-309/268, 4.5=302/316, 5-6=-2431314, 7-8=-182/299 WEBS 5-10=4091158, 3-12=-550/483, 2-13=4011364, 6-9=-643/531 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; that 5ft; B=57ft; L=2211; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psl bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL= 5.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 471 Its uplift at joint 8, 1221b uplift at joint 1, 1231b uplift at joint 10, 447 lb uplift at joint 12, 3301b uplift at joint 13 and 557 to uplift at joint 9. 8) "SemFrigid pitchbreaks including heels" Member end Fafty model was used in the analysis and design of this truss. E N 39, )TAs R fnLfn" T FL Cert. 6634 June 3,2015 ®WARNING-Varry, deslgnparamrters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7M nv. OVIMOIS BEFORE ME. Design vagd for use ony with NJfek connectors. fib design Is based only upon parametersshown, and is loran IndMdud building component. .C••���• ipq Applbablityofdesign parometersand pmperincom=tionofcomponent4responsbdityofbul?ng designer- not truss designer. Bradng shown coP or lateral support of indMduol wad members ony.Additionaltemporary bracing to Insure stability durng constructors 6 the responsibdgty of theTS{erector. Additional permanent bracing of the overall structure 4 the rawondlerty of the buildng designer. For general guidance regarding ( il 'a6'424,iIJLR} labdcafion, quality control storage, delivery, erection and bracing. consul ANSI/TPI1 Quality Crford.DSS-89 and SCSI guiding Componeal a@pap,0 st Safety Information available from Truss Plate Institute.781 N. Lee Street, Suite 312, Alexandra, VA 2014. Tampa, FNWI0 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. 5EDimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q 1/16" For 4 x 2 orientation, locate plates 0-1AP from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System ( 6-4-8 1 dimensions shown t scal e) II�II (Drawings not to state( 0 of O U 0_ O F- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 C1 O x U O 1 © 2012 MTek® All Rights Reserved MiTek0 MTek Engineering Reference Sheet: MII-7473 rev. 02/16/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced tenses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/IPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type. size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purfirs provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 R. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures] before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 OuaBty Criteria. 'Y N OFFICE USE ONLY: DATE FILED: o� / REVISION FEE: 1. PERMIT # � VTy (,r - RECEIPT # 1 .2 y le 1 PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 FAX (772) 462-1578 APPLICATION FOR BUILT 'J e��tl PROJECT INFORM TI 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: 3. 4. 5. U CONTRACTOR INFORMATION: STATE of FL REG./CERT BUSINESS NAME: QUALIFIERS NAME: ADDRESS: CITY: PHONE (DAYTIME): M OWNER/BUILDER INFORMATION: �® NAME: ADDRESS: CITY: PHONE: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): E Revised 07/2212014 'r ST. LUCIE COUNTY CERT. #: STATE: FAX: ST. LUCIE COUNTY BUILDING DIVISION REVIEWED FOR REVIEWED BYCO N Ce DATE PLANS AND PERMIT MUST BE KEPT ON JOB OR NO INSPECTION WILL BE MADE FAX: ZIP: APR 2" 7 2017 Sylvia Collacia From: Sylvia Collada Sent: Tuesday, January 24, 2017 12:32 PM To: 'Todd Smith' " Subject: FW: 5 vcrimp Gulfcoast Attachments: Gulf coast 5vCrimp_15-32Plywood_NonHVHZ.pdf oo _er iinfofattae edhand'below , From: Richard Newland [mailtc3nc ie'"fi roo a @yahoo.com] 2 Sent: Tuesday, January 24, 201 09 PM ' To: Sylvia Collada <sylvia@novurania.com> Subject: 5 vcrimp Gulfcoast NOVURANIA CONFIDENTIALITY NOTE: The information contained in this transmission may be privileged and confidential information, and is intended only for the use of the individual or entity named above. If the reader of this message is not the intended recipient, you are hereby notified that any dissemination, distribution or copying of this communication is strictly prohibited. If you have received this transmission in error, please immediately reply to the sender that you have received this communication in error and then delete it. Thank you. .1E+14.6, F11_ !J fz ii APR 27 2017 i_X Compliance Statement: The product as described in this report has demonstrated compliance with the Florida Building Code 2014, Sections 1504.3.2. Product Description: 5V Crimp Roof Panel, 26 Ga. Steel, 24" Coverage, through fastened roof panel with fasteners in the panel flat over minimum 15h2" plywood decking. Non Structural application. Panel Material/Standards: Material: Minimum 26 Ga. Steel, ASTM A792 or ASTM A653 G90 conforming to Florida Building Code 2014 Section 1507.4.3. Paint Finish Optional Yield Strength: 80.0 ksi Corrosion Resistance: Panel Material shall comply with Florida Building Code 2014, Section 1507.4.3. Panel Dimension(s): Thickness: 0.018" Minimum Width: 24" Coverage Rib Height: 3/a" Major Rib Panel Fastener: #9-15x1.5" with sealing washing in the flat of the panel or approved equal, 1/4" minimum penetration through plywood. Corrosion Resistance: Per Florida Building Code 2014, Section 1506.6, 1507.4.4 Substrate Description: Minimum 15/33" thick, APA Rated plywood over supports at maximum 24" O.C. Design of plywood and plywood supports are outside the scope of this evaluation. Must be designed in accordance w/ Florida Building Code 2014. Design Uplift Pressures: Table "A" tT _jg�Pr�ess; red % 2 psf 1 1� Fastener Pattern 12"-12" 9.5"-2"-9.5" Fastener Pattern Spading Design Pressure includes a Safety Factor = 2.0. Azo-'% / PI h Code Compliance: The product described herein has demonstrated compliance with the Florida Building Code 2014, Sections 1504.3.2. Evaluation Report Scope: The product evaluation is limited to compliance with the structural wind load requirements of the Florida Building Code 2014, as relates to Rule 61 G20-3. Performance Standards: The product described herein has demonstrated compliance with: • UL 580-06 - Test for Uplift Resistance of Roof Assemblies • UL 1897-04 - Uplift Test for Roof Covering Systems. Reference Data: 1. UL 580-94 / 1897-98 Uplift Test Force Engineering & Testing, Inc. (FBC Organization # TST-5328) Report No. 117-0053T-05 & 117-0331T-08 2. Certificate of Independence By Dan Kuhn, P.E. (FL# 75519) ® Kuhn Engineering, LLC (FBC Organization # ANE ID: 10743) Test Standard Equivalence: 1. The UL 580-94 test standard is equivalent to the UL 580-06 test standard. 2. The UL 1897-98 test standard is equivalent to the UL 1897-04 test standard. Quality Assurance Entity: The manufacturer has established compliance of roof panel products in accordance with the Florida Building Code and Rule 61 G20-3.005(3) for manufacturing under a quality assurance program audited by an approved quality assurance entity. Minimum Slope Range: Minimum Slope shall comply with Florida Building Code 2014, including Section 1507.4.2 and in accordance with Manufacturers recommendations. For slopes less than 3:12, lap sealant must be used in the panel side laps. Installation: Install per Manufacturer's recommended details. Underlayment: Shall comply with Florida Building Code 2014 section 1507.4.5.1 and 1507.4.5.2. Roof Panel Fire Classification: Fire classification is not part of this acceptance. Shear Diaphragm: Shear Diaphragm values are outside the scope of this repo .:K�l� S' !1 ENGINEER LOAD TABLE: 26 Ga. 5VCrimp Roof Panel over 15/32" Plywood E1u11dings having#a.Roaf�tvlean'F$kight gs20 =D Roof ppe 2112`, 2 I121s-6abl t)r lfip`t%of;'varn'd SpQ8s 12bl' " 1,8gmph;=6x SUre C t iSk Category II Enclosed ewld jig, based on Florida'BTi1ding ie 2(? ; fa ,4. 120 130 140 150 160 170 180 WIND FASTENER SUBSTRATE ON CENTER ON CENTER ON CENTER ON CENTER ON CENTER ON CENTER ON CENTER SPEED (MIN. enevado Ftion) (MIN. 15132") SPACING SPACING SPACING SPACING SPACING SPACING SPACING ZONE'I 14. t •= is #9 t5x1:5 +... Plytyood '.'" z e'I xc 1t6,ry1�' E1 °ni v .c TE,iTYPE 1tz 16"PE 1 v. a 16 TYPEPI 1% PE 1�.; 16 TYt E,t,„ TYPE,tI.; ,;,16 ZONE 2 #9-15x1.5" Plywood 16" TYPE 1 16" TYPE 1 16" TYPE 1 16" TYPE 1 16" TYPE 1 16" TYPE 1 16" TYPE 1 Tf, OZONE 31 wy #915X15 ` � Plyvyood p r 16' TYPE 1 j, 16TYPE 1 a 16 PE 1 �. I6 TYP E.1 16tTYPE 16 TYPE 21 � �16; TYPE, 1.) PANEL DESCRIPTION: 5V CRIMP, MIN. 26 GA., GRADE 80, 24"COVERAGE. 2.) PANEL FASTENER: #9-15X1.5" HWH WITH SEALING WASHER W/ MIN. A" PENETRATION. 3.) MAXIMUM ALLOWABLE PANEL UPLIFT PRESSURE: -94.25 PSF® 16" O.C. FASTENER SPACING TYPE 1 FASTENER PATTERN, -131.0 PSF @16" O.C. FASTENER SPACING TYPE 2 FASTENER PATTERN BASED ON TAS 125, UL 580/UL 1897 TESTING. 4.) PLYWOOD DECKING: MIN.1162" THICK PLYWOOD MUST BE DESIGNED IN ACCORDANCE WITH FLORIDA BUILDING CODE 2014. 5.) ROOF SLOPE: ON ROOF SLOPES LESS THAN 3:12, LAP SEALANT MUST BE USED IN PANEL SIDE LAPS. 6.) LOAD TABLE BASED ON WIND PRESSURES CALCULATED PER ASCE 7-10 (KD = 0.85) MULTIPLIED BY 0.6 PER FLORIDA BUILDING CODE 2014 ZONE2 nirnvvr ZONE3 1'1 _______________' i I RIDGE i� I i ---------- ZONE1 \\\ \\ I \ \ Note: Dimension (a) is defined as 10% of the minimum width of the building or ---.a 40% of the mean height of the roof, whichever is smaller, however, (a) cannot be less than either 4% of the minimum width of the building or 3 feet. GABLE ROOF — a . _____________ a - ___,, V4-_____________________-y ...----;a ZONE 1 -------------------- TYPE FASTENER PATTERN (1) #9_1121-1/2 HWH w/1aiing Washer' 2 At Panel Lapp TYPE 2 FASTENER PATTERN (1) #9-15 x 1-1/2" HWH w/Sealing Washer 4K / If r '- Building Permit # Planning & Development Services Department Building & Regulations Division Product Review Affidavit Owners Name ,�2 6�',�T 4-6f t kIY 64t-l"14 Applicant: Product Opening Design Pressures Product Rated Desi n Pressure Manufacturer Model Number Product Approval Number Glass Type Method of AttachmIant Windows > 4 W101jR9 Ae "aC Mullions JC%o— � .s 5b-5 N.IW FJ. Fixed Glass Block Glass _ Skylights Sliding Glass Doors r; Swing Type Doors French Doors `�..� 36. J ' 4V 1° N /6 T.�pcar� o Garage Doors � z N Hurricane Protection Roof Ventilation Roofing Material •�o`_ t3r [�vel(e� �L I d6xq Jd•-t31<I" ` % G.C. �eriN�fC eve eviewed the above components or cladding and I have approved their use in �s l Nvintimloads and forces specified by current code provisions. Signature: 60/1 est nF rof: `• �%us �'� ze, jV 7� �gv.,, Cert. No. Git, f`,Z2316 Date: products provide atit�risfditte to the •........ LICENSE •��/i No.223264�1 STATE OF : 4 �''�S�ONAL 1111100G .' Planning & Development Services Department Building & Code Regulations Division 2300 Virginia Avenue, Fort Pierce, FL 34982 — (772) 462-15S3 Load Compliance Project Name: Project Address: 4K 6 / / T 141-7 A/ ( /c,WG(A U IL41, JUN 2 5 2015 Public Works St. Lucie County, FL Permit #: Occupancy Type: Construction Type:, INSTRUCTIONS FOR USE: • This certification must be completed, signed, and sealed by the design professional of record. • Submit (2) copies for residential, (3) copies for commercial with all permit applications involving the following: o New Residences (single or multi -family) o Residential Addition o Any accessory structure requiring a building permit o Any non-residential structure. * Note: Form not required for interior renovations provided that no exterior structural elements are affected and certain minor building permits at the discretion of the local building official. Contact the # above for questions. DESIGN PARAMETERS AND ASSUMPTIONS USED: (complete all that apply) 1. DESIGN CODE: Florida Code 2010 Edition with 20 Supplements using ASCE 7-10 2. Structure Designed as (check one): Enclosed _Partially Enclosed _Open 3. Risk Category: _I 'XII III _ IV Exposure Category: _B _C XD 4. Design Wind Velocity_ mph _ASD _LRFD End Zone Width: / S. Mean Roof Height 11ft Roof Pitch: Co :12 Parapet: �it 6. Components & Cladding Design Pressures Used: (PSF, based on 10sgft @ 15'MRH, clearly label on all plan openings): Zone 1: -J7/73 Zone 2: '6 Z, S Zone 3: /Zone 4: _ !IV.i/ Zone 5: '6Z•.- Garage: WIA 7. Design Loads: Floor: PSF Roof/Dead: 1 PSF Roof/Live: Balcony: A1/1 PSF Dock: WA_PSF Deck: N113 PSF Stairs: � 1l PSF Fence: �dPSF Railings: PSF 8. Were Shear Walls Considered For Structure? _Yes XNotApplicable Explain Why Not: 9. Is A Continuous Load Path Provided?X—Yes _Not Applicable Explain Why Not: 10. Design Soil Bearing Pressure: 2600 PSF Soil Test Reports Submitted? _Yes DESIGN PROFESSIONAL CERTIFICATION STATEMENT: I certify that, to the best of my knowledge and belief, the attached plans & specifications have been designed to comply wit h\tFyowillIca'Yl,?Istyy tural portions of the building codes currently adopted and enforced by St. Lucie County. \�a)sq, tiyx6.t/} 616ia) elements depicted on these plans provide adequate resistance to the design forces Vd:' ENSF'• S i 1177 ����, P int Name Cert # & Co. Cert Auth. I u G, mopsY & Ll C - 5 S SSeeaaI y �j �� /' "gnaIker....ttR1OP.•:����` V�✓U /O't"GL`, 4ZZ/Q0 r, �,t`_i„• - _ , F,'+J,��� Company Name & Address SLCCDV Form # (is) — ' Florida Building Code Online Pagel of 2 Business & Professional Regulation r %,IDepaitmentd aCr9Mpme I utgm I Us¢rRegistratlon HotTopim I sobMtSti wNe I s maFaas Pubil Uom I Pats ff I ettss eMap I unRc search I Busines Product Professi l USER: Pubb[Uw, Regulation - Product Aonmval Menu > Produtt or Aopl'adon search > Application ❑st > Application Detail FL # FL11870-R4 Application Type Affirmation Code version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity r Quality Assurance Contract Expiration Date Validated By C JELD-WEN 3737 Lakeport Blvd Klamath Falls, OR 97601 (800) 535-3936 fbcl@jeld-wen.com Kaede McLaughlin fbcl@jeld-wen.com JELD-WEN Corporate Customer Service 3737 Lakeport Blvd. Klamath Falls, OR 97601 (000)535-3936 customersemiceagents@jeld-wen.com Windows / Mullions Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer El Evaluation Evaluation Report - Hardcopy Received Robert J. Ama uso, P.E. PE-49752 National Accreditabdn and Management Institute O1/01/2018 Steven M. Urich, PE ❑ Validation Checklist - Hardcopy Received Certificate of Independence FL11870 R4 COI C of 12263 RevO 413- 1003 JW StructuralMullion.odf Referenced Standard and Year (of Standard) Standard Year TAS 201 1994 TAS 202 1994 TAS 203 1994 Equivalence of Product Standards r Certified By Florida Licensed Professional Engineer or Architect FL11870 R4 Eculy EER 2263 RevO 4 1003 JW 5tructuralMullion A odf co ,qya 1 rwi N https://www.floridabuilding.org/pr/pr_app_ tl.aspx?param=wGEVXQwtDqub*/`2fM2eroZ... 7/31/2015 r Florida Building Code Online Page 2 of 2 V r Sections from the Code uI affirm that there are no changes in the new Florida Building Code which affect my product(s) and my products) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes O No ON/A Product Approval Method Method 1 Option D Date Submitted 06/17/2015 Date Validated 06/17/2015 Date Pending FBC Approval Date Approved 06/27/2015 Summary of Products I FL # Model, Number or Name Description 11870.1 Clipped Aluminum Tube Mullion 1x3 or 1x4 Tube Mullion Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11870 R4 11 JELD0108 RevO.odf Approved for use outside HVHZ: Yes Verified By: Robert J. Amoruso, P.E. 49752 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +75/-75 Evaluation Reports Other: FL11870 R4 AE PER 2263 RevO 413- 1003 JW StructuralMullion A.Odf Created by Independent Third Party: Yes The State of Flodda Is an AAIIS employer. Coovriaht 2007-2013 Sate of I'll :: prN Statement :: A,slI liN S Wmmn[ :: g Under FloWa law, emall addresses are public records. If you do not want your e-mail address released in response to a publbn>ards request, do not send elabpnic =A to M5 enbTy. Instaad, contact the office by phone or by trsdaloral mad. myou lace arty qu¢t m, please mntad 650.497.1395. *Nu nt M Seddon 455.275(1), rortla StaNtq a edAm Otlober 1, 2012, rimer Go n*ed under Clviaw 455, FS most proNde ite pepadment wiM an email address they have one.7ta emads provided may Iae inod for onWal comnlmliation wiM the rxerwee. !banner ema0 addr>sses are pubic record. Nyou do not wish It supply a personal addnla, please pnnmle Me oepar1orent wiM an argil address whidl an be made aya0able b Uno public To determine nyou are a Ibertsee un Credil AI,& E5 P https://www.floridabuilding.org/pr/pr_app_ tl.aspx?param=wGEVXQwtDqubb/o2MeroZ... 7/31/2015 JELD-WEN CLIPPED ALUMINUM TUBE MULLION LARGE AND SMALL MISSILE IMPACT RESISTANT - HVIIZ MUMONSPAN VS. LOAD RMTH TABLES - E%STALLATIONANCHORAGEDETAILS GENERAL NOTES: INSTALLATION NOTES: 1. THE SYSTEM DESCRIBED HEREIN HAS BEEN DESIGNEDANDTESTED INACCORDANCE WITH THE CURRENT EDITION OFTHE FLORIDA I. ANCHORS SHALL BE INSTALLED INAWORDANCEWITH MANUFACTURERS' RECOMMENDATIONS. BUILDING CODE. MR USE WRHINANDOUTSIDE WE HIGHVELOCITY HURRICANE ZONE PER TASOI 1202/201.M ALUMINUM DESIGN MANUAL 2. ENSURE MINIMUM EWE DISTANCE FORALLANCHORS AS2.1/4'TOCONCRETEMD Y' TO HOLLOW BLOCK. 2.1,1033.113% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF -THIS SYSTEM.WIND LOAD DURATION FACTOR 3. WHERE ANCHORS FASTEN TO NARROW FACE OF STUD FRAMING, ANCHOR SHALL BE LOCATED IN CENTEROF Cd-1.6 HAS BEEN USED FOR WOODANCHOR DESIGN. NOMINAL?» (MIN) WOOD STUD (L4. W4' EDGE DISTANCE ISACCEPTABLE FORANCHORSTO WOOD FRAMING} 3. POSITIVEAND NEGATIVE DESIGN PRESSURES CALCULATED FOR USEWITHTHIS SYSTEM SHALL BE DETERMINED BYOTHERSONA 4. ANCHORS TO STEELORALUMMUMSHALL HAVEAMINIMUM EDGE DISTANCE OF 1W. JOB SPECIFIC BASIS INACCORDANCE WITH THE WVMMNG CODE, 5. WOOD HOST STRUCTURE SHALL HAVE SPECIFIC GRAVITY (SO) - 0.55 OR GREATER. d. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FORA SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A UCENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE 6. ANCHOR REQUIREMENTS AS SHOWN HEREIN, INCLUDING MINIMUM EMBEDMENT AND EWE DISTANCE, SPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT. EXCLUDES STUCCO, FOAM, BRICK. AND OTHER WALL FINISHES. B. PERMIT HOLDER SHALL VERIFY WE ADEQUACY OF THE EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS. WOOD BUCKS 7. FOR SITE CONDITIONS DIFFERENT FROM WE CONDITIONS DETAILED HEREIN WITHIN THE HVHZ,A ONE-TIME (BY OTHERS)SHALL BE ANCHORED PROPERLY TO TRANSFER LOADS TO WE EXISTING STRUCTURE. SITESPECIFIC NOTICE OF ACCEPTANCE SHALL BE APPLIED FOR AND SECURED FROM THE MMMLUADE BUILDING CODE COMPUANCE OFFICE PRODUCT CONTROL DIVISION. 6.ALL EXTRUSIONS SHALL BE 606}70 ALUMINUM ALLOY, UNLESS NOTED OTHERWISE. B. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN OUTSIDE WE HVHZ,THE T.ALLFENEBTMTIONPWDUCBTOBEUSEDWITRTHESEMULLDNSSHALLMMMPLIC SMWDEREQURWENB,4I.WIND BUILDING OFFICIAL MAY REOUIREAONE-TAME SRESPECIFIC NOTICE OF ACCEPTANCE BE OBTAINED, OR LOAD RESISTANCE, AIR 4 WATER INFILTRATION, FORCED ENTITY, SAFEGUARDS, ETC. THAT SITE SPECIFIC DOCUMENTS BE PREPARED, SIGNED, DATED AND SEALED BY LICENSED ENGINEER OR REGISTERED ARCHITECT, MICH DETAIL AND JUSTIFY WE DEVIATION. E TOP6 BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS DICTATE. MULLIONS MAY BE MOUNTED VERTICALLY D. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERW MCOMMENDA 10. WOOD HOST STRUCTURE SHALL BE 'SOUTHERN PINE-0- 0.520R GREATER DENSITY. 11. MINIMUMANCHOR EMBEDMENT SHALL BE" NOTED IN HEREIN. MINIMUM EMBEOMENTAND EDGE DISTANCE EXCWDES SNWO, FOAM, BRICK, AND OTHER WALL FINISHES. 12. MULLIONS SHOWN HEREIN ARE LARGE MISSILE IMPACT RESISTANT. VERIFYIMPACT RESISTANCE OF FENESTRATION PRODUCTS TO BE USED WITH THESE MULLIONS. 13. MULLIONS SHOWN HEREIN MAY BE USED IN LARGE MISSILE IMPACT, SMALL MISSILE IMPACT, AND NON-IMPACTAPPLICAMNS. 14. IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE FLORIDA BUILDING CODE, WOOD BUCKING SHALL HAVE BEEN PRESERVATIVE TREATED OR SHALL BE OF A DURABLE SPECIES. 15. IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE FLORIDA BUILDING CODE. DISSIMILAR METALS INCLUDING FASTENERS WATMAY COME INTO CONTACT WITH ALUMUNUM WINDOW FRAMING SHALL HAVE BEEN PROTECTED. TMLEOFCONTENTS SHEET SHEETDESCRIPTION 1 GENERAL NOTES, INSTALLATION NOTES N ANCHOR SCHEDULE 2 ELEVATION 3 COMPONENTS 4 C IJP AND T-CUP INSTALLATION DETAILS 5 'GOAL -POST CLIP INSTALLATION DETAILS 657 MULLION SPAN VS. LOAD WIDTH TABLES 9. WHERE EXISTING STRUCTURE IS WOOD FRMMING, EXSTING CONDITIONS MAYVAM. FIELD VERIFYTHAT FASTENERS ME INTO STRUCTURAL WOOD FRAMING MEMBERS, NOT SHMTHMO. 10. PRESSURE TREATED WOOD BUCKS (BY OTHERS) SHALL BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE EXISTING STRUCTURE, II. ANCHORS TO CONCRETEAND HOLLOWWNCRETE BLOCK MAY NOT BE USED IN CONJUNCTION WITH 'WALE STCUPANDCUPPLATE ANCHOR SCHEDULE' 1. TOCONCRETESLOCK 1.1. 3116- DMA. RW ADVANCE THREADFORM TAPCONS WITH 1- MINIMUM EMSEDMENTAN02' MINIMUM EDGEDISTANCE. 1.2. ATTACHMENT MAY BE MADE THROUGH IX OR 2X WOOD BUCKS OR DIRECTLY INTO MASONRY. 2. T02500 PSI MINIMUM CONCRETE 2.1. 3116' DMA. ITW ADVANCE THREADFORM THAW NS WITH 1-10 MINIMUM EMBEDMENTAND 2-IM MINIMUM EDGE DISTANCE. 2.2. ATTACHMENT MAY BE MADE THROUGH IX OR U WOOD BUCKS OR DIRECTLY INTO CONCRETE. 3. TOMWOOD BUCK OR2XW000 FRAME HOSTSUBSTRATE 3.1. #10 WOOD SCREWS OF 010 TAPPING SCREWS (SI SOR SDS)WITH 1-IW MINIMUM EMBEDMENT AND 3/4' MINIMUM EDGE DISTANCE. 4. TO1/B^ THICK MINIMUM 5083-T5ALUMINIUM OR STEEL SUBSTRATE(FW- Fy- 22 KSI MINIMUM) 4.1. 410316 STAINLESS STEEL SHEET METALSCREW (SMS) OR SELF DRILLING SCREW (SDS) WITH PULL THREAD PENETRATION THROUGH HOST SUBSTRATE AND 112' MINIMUM EDGE DISTANCE. I I ReMHJ.Mmoe, P.E ' FbAL P.E NadDl62 49752 WM[iH6 BHAPEH INCLUDED �� \� / P OOUCT� SEPM TEAPPRWAL \\ W� d B / MULLION \ L2 FENESTRATION FENESTRATION FENESTRATION PRODUCTPER PRODUCT PER PRODUCTPER W2 SEPARATE SEPARATE SEPARATE APPROVAL APPROVAL APPROVAL R '! I II d e I 4 6 I--WT W4+W5--I NOTES: 1. NUMBER OF FENESTRATION PRODUCTS UNDERNEATH TRANSOM MAY BE U NUMITED PROVIDED THAT MULLION IMITATIONS NOTED HEREIN ARE NOT EXCEEDED. 2 ANCHORAGE OF FENESTRATION PRODUCTS TO MULLIONS SHALL BE PER SEPARATE APPROVAL 3. ALLOWABLE DESIGN PRESSURES SHALL BE DETERMINED FROM DESIGN SCHEDULES. 4. MULLION SPANS AND TRBTUTARY WIDTHS SHALL BE DETERMINED AS FOLLOWS: 4.1. MULUONW 4.1.1. MULLION SPAN. Lt 4.1Y. TRIBUTARY WIDTH. DWI. Wlyl 42. MULLION'S' 42.1. MULLIONSPAN.❑ d33. TRIBUTARYWIDTH.(WJ.W4y2 45. MULLION 'C 4.3.1. MULLION SPAN. L3 dB3. TRIBUTARYWIDTH.(W4.WS)R NOTE: MULLION DESIGNATIONS (MULLION "A°, MULLION'B' AND MULLION °C°) PROVIDED IN DETAILS 1/1, 211 AND 3/1 ARE PROVIDED ONLY TO ILLUSTRATE THE DETERMINATION OF MULLION SPANS AND TRIBUTARY WIDTHS. ALL MULLIONS SHOWN IN THE REFERENCED DETAILS MAY BE ANY MULLION APPROVED HEREIN. MUWON OR - SUBSTRATE FENESTRATIONMODUGTPEp SSPARATEAPPROVAL 1� W 1 W2 -jiII f- L1- NOTES: 1. UNMMRED NUMBER OF FENESTRATION PRODUCTS MAY BE MULLED TOGETHER AS SHOWN PROVIDED THAT MULLION LM ITATIONS NOTED HEREIN ARE NOT EXCEEDED. 3. ANCHORAGE OF FENESTRATION PRODUCTS TO MULLIONSSHALL BE PER SEPARATEAPPR WAL 3. ALLOWABLE DESIGN PRESSURES SHALL BE DETERMINED FROM DESIGNSCHEDULES. 4. MULLION SPANS AND TRIBUTARY WIDTHS SHALL BE DETERMINED AS FOLLOWS: 4.1. MULUONW 4.1.1. MULLIONSPAN.L1 4AZ TRIBUTARYWIDTH.(W1.NQy2 NOTES: 1. UNLIMITED NUMBER OF FENESTRATION PRODUCTS MAY BE MULLED TOGETHER AS SHOWN PROVIDED THAT MULLION LMITAPONS NOTED HEREIN ME NOT EXCEEDED. 3. ANCHORAGE OF FENESTRATION PRODUCTS TO MULLIONS SHALL BE PER SEPARATE APPROVAL 3. ALLCWABLEOESIGNPRESSURESSHAJLBE DETERMINED FROM DESIGN SCHEDULES. 4. MULLION SPANS AND TRIBUTARY WIDTIS SHALL BE DETERMINEDASFOLLOWB: 4.1. MUWONW' 4.1.1. MULLION SPAN. L1 4.12. TRMUTARY WIDTH I(WI . Wry1 m 0 a m FENESTRATION PRODUCTS FENESTRATION PRODUCTS 2 MULLED VERTICALLY 3 MULLED HORIZONTALLY ROMAJ.Am qP.E MULLED FENESTRATION ft, P.EW497M 1 PRODUCTS WITH TRANSOM EXTERIOR ELEVATION SHOWN EXTERIOR ELEVATION SHOWN 1 E(TEFIORELEVATION SHOWN S tl 1.000" F 3.000' 0.125' L 1" X 3"MULLION 8063TBALUM. [-I 1.000' 0.125' 4.000' L 1" X 4" MULLION 606346 ALUM. 1.375------- -I 0.312" 0.375" �ANCHOR LOCATION, 0.750' TYPICAL 'GOAL -POST CLIP J 6063T6 ALUM. 1.950" 0.975' ANCHOR LOCATION, 29" TYPICAL Od 10' t E- -� I 4.340' 0.970' P,,r .29' /-,�\'GOAL-POST CLIP PLATE 4'i 6063T6ALUM. 0.726" 0.476' III I(II 0.125' T- 12.110' 4 0.125' 1 II��II 5.506^ 3.000' 0 0 N 0.438' FOR USE n N WITH 1^%4' N 'R MULLION " ANCHOR LOCAIgN, 0.726" 0.476' 0.125" 2.110' H�0.125* 1_ 0 0.438" FOR UBE o n WR11 1'X 4" Pi MULLION mm 5.500' 3.000' 0 o FOR USE o g FOR USE 0.4}8' WITH 1'%3' 0.438- % WITH1'X3' r MULLION of MULLION 0 mi�iR LCGMN. AR MR l MN. rc,\T-CLIP 4% 6063T6 ALUM. �c1 C-CLIP =% 606346 ALUM. R9M4j,A9 W.P.E. F"a P.E W. 49M IN 1 -1"x 3' or 1' x 4' MULLION #10 SMS OR SDS WITH FULL THREAD PENETRATION IN TO MULLION 1"x Tor 1" x 4" MULLION #10 SMS OR SDS WITH FULL THREAD PENETRATION INTO MULLION 1/2" - I - ill ill-- 1 1" Ij O OIL #10 FLATHEAD 2" ,I I 2„ I SDS, (4) PER CLIP #10 FLATHEAD #10 FLATHEAD SDS, (4) PER CLIP SDS, (4) PER CLIP 3" 4" 1"x 3" of 1"x 4" MULLION 1"x 3" 1"x 4" MULLION MULLION TYPICAL ATTACHMENT AT 10X 3" MULLION ATTACHMENT AT 1"X 4" MULLION ATTACHMENT AT INTERSECTION W/C-CLIP 2 MULLION INTERSECTION W/C-CLIP 3 MULLION INTERSECTION W/C-CLIP &ULLION 4 VERTICAL SECTION 4 SIDE ELEVATION 4 SIDE ELEVATION F— SUPPORTING SUBSTRATE (SEE ANCHOR SCHEDULE)-7-1 DIST. DIS . ---' IST. ST, IS i 7 ANCHORSPER . DI T. SCHEDULE, (4) PER �D CLIP EMBED. EMB 0. EMB ANCHORS PER ANCHORSPER ) „ 1 SCHEDULE, (4) SCHEDULE, (4) O O PER CLIP PER CLIP �2„ J _I �2„� #10 FLATHEAD #10 FLATHEAD #10 FLATHEAD SDS, (4) PER CLIP SDS, (4) PER CLIP 505, (4) PER CLIP 4" 1"x3"or1"x 4" MULLION 1"x 3" 1"x 4" MULLION MULLION TYPICAL ATTACHMENT 1" X 3" MULLION 10X 4" MULLION 4 WITH T-CLIP 5 ATTACHMENT WITH T-CLIP S ATTACHMENT WITH T-CLIP 4 VERTICALSECTION 4 SIDEEUWATION 4 EIDE ELEVATION R RMed J.N lw M F RE 497W 10 0 SUPPORTING SUBSTRATE (SEE ANCHOR SCHEDULE) 1" EXTERIOR EDGE DIST. ANCHORS PER SCHEDULE EXCEPT FOR ANCHORS TO CONCRETEBLOCK (CMU) OR CONCRETE INTERIOR 3/8" MIN L #10 FLATHEAD BIDS, (4) PER CLIP 1"13"or 1"x4"MULLION ' L5 1 TYPICAL ATTACHMENT WITH 1 'GOAL-POSTELEVATION CLIP 5 SIOE NOTE:'GOAL-POST CLIP AND CLIP PLATE SHALL NOT BE USED WITH 3116-TAPCONS FORANCHORAGETO CONCRETE OR HOLLOW CONCRETE BLOCK. MAY BE USED ONLY FOR ANCHORAGE TO WOOD, ALUMINUM OR STEEL. 1.95" #10FLATHEAD 1.3\ — TT^ SDS, (4) PER CLIP 0 M 1 m m ANCHORS PER a SCHEDULEEXCEPT # FOR ANCHORS TO w CONCRETEBLOCK (CMU) OR CONCRETE 1"x4" I I MULLION /1\ 1 5 TYPICAL ATTACHMENT WITH 2 'GOAL -POST CLIP 5 SECT ON rt, R.mgj.Ma ,PE F &. RE Na 107" E a �I I rlullua nullunlg L-out; Lnulne f Page i or z t b W rralup N2`Vrjpgt3 SOS Home I leg in I User ReI;buabnn I Hot Top]. I Submit Surcharge 1 Stats®Fats PubO Aq+ ifstla ks I Searth I Busmes - (tJ Professional I Product Approval 1- USER: Pubic User JUN 2 5 2015 Regulation ~EMMMMO= Product Apumval Meng> Pmduct a Aeprcation Semh > AppjjLj5t> Applkadon eetail Public works St. Lucie County, FL - FL * FL16639 Application Type New Code Version 2010 Application Status Approved Comments Archived ❑ Product Manufacturer Drexel Metals, Inc Address/Phone/Email 204 Railroad Drive Ivyland, PA 18974 (502) 303-1511 Jshumate@drexmet.cam Authorized Signature Jason Shumate )shumate@dmxmet.cam Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Metal Roofing Compliance Method Evaluation Report from a Florida Registered Architect or Licensed Florida Professional Engineer 0 Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2015 Validated By Locke Bowden Certificate of Independence © Validation Checklist - Hardcopy Received FL16639 RO COI Evaluation Report DRX13006 24 ca. DMC IDON5 odf Referenced Standard and Year (of Standard) Standard Year TAS 100 1995 TAS 110 2000 TAS 125 2003 UL 1897 2004 UL 580 2006 • Equivalence of Product Standards Certified By Sections from the Code Opla http://www.floridabuilding.o;g/pr/pr_app_dd.aspx?param=wGEVXQwtDgsHepng4%2f56... 6/24/2015 rionaa lsuuafng i—ooe umine Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 1025/2013 1025/2013 10/30/2013 12/13/2013 FL S Model, Number or Name Description 16639.1 24 ga. DMC 10ONS Snap lock standing seam panel with integral perforated nall strip Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL16639 RO II Evaluation Report DRX13006 24 Da DMC 100NS.Pdf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-135 Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL16639 RO AE Evaluation Report DRX13006. 24 Da DMC' 100N5 odf Created by Independent Third Party: Yes 16639.2 24 ga. DMC 450 Snap lock standing seam panel with concealed clip Limps of Use Installation Instructions Approved for use In HVHZ: No - Approved for use outside HVHZ: Yes EL16639 RO II Evaluation Report DRX13005 24 Da DMC 45 Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-82.5 Created by Independent Third Party: Yes Other. See evaluation report for limits of use. Evaluation Reports FL16639 RO AE Evaluation Repoit DRX13005 24 ca. DMC 450.0 Created by Independent Third Party: Yes Back N® ContnalzU :: 1940 North Movae Street Tailahaaee FL 32399 Phone: 850-487-1824 The Slate of Florida Is an AA/Mo empbyer. Coovdah[ 200b2013 5[abe of Florida.:: Pmacv Stetemert:: Aoc ibNN Statement:: Refend 5tatement Under Florida law, email addresses are publk remrds. If you do not want your email add. released In response to a Pobli.rds renuen. do not send idea may be used forofclai rommuniodon with Me Ikensee.l provide the Department with an email addles whidh can be n Chapter 455, FS., please cock 0_e Product Approval Accepla: SaeUrltV}TCthSCY ..a NMI http://www.flondabuilding.org/pr/pr_app_ tl.aspx?param=wGEVXQwtDgsHepng4%2fS6... 6/24/2015 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 (813)480-3421 EVALUATION REPORT 2010 FLORIDA BUILDING CODE Manufacturer: DREXEL METALS, INC. issued October25, 2013 1234 Gardiner Lane Louisville, KY40213 (502)716-7143 www.drexmet.com Manufacturing: Drexel Metals Association of Regional Manufacturers (DM -ARM) Quality Assurance: Architectural Testing, Inc. (QUA1844) SCOPE Category: Roofing Subcategory: Metal Roofing Code Sections: 1504.3.2, 1518.9, 1523.6.5.2.4 Properties: Wind Resistance, Wind -Driven Rain, Physical Properties PRODUCT DESCRIPTION DMC 100NS Profile: 1 in. ribs; 16 in. coverage Description: Non-structural, snap lock standing seam roof panel with integral perorated nail strip Material: Min. 24 ga. TRINAR® or CERAM-A-STAR® coated ASTM A792 AZ50, or ASTM A653 G90; Fy = min. 50 ksi; Shall conform with FBC.Section 1507.4.3 1G 1" DRX13006 FL 16639.1 Page 1 of 6 This evaluation report is provided for State of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for whi tit 6 ell o 1¢Uali This evaluation report does not express nor imply warranty, installation, recommended use, or other producta b hartrtrtrt[[[[tiii�IlIare n specifically addressed herein. cop CREEK TECHNICAL SERVICES, LLC APPROVED ASSEMBLIES DREXEL METALS INC. 24 ga. DMC 10ONS DMC 100NS — Detail A Slope: 2:12 or greater in the HVHZ; Outside the HVHZ, shall be in accordance with FBC Section1507.4.2 Solid or closely fitted min. 15/32 in. plywood sheathing for new and existing construction at Roof Deck: max. 24 in. span; In the HVHZ, new construction shall be min. 19/32 in. plywood at max. 24 in. span; Designed by others in accordance with FBC requirements. Underlayment: Installed in accordance with FBC requirements. In the HVHZ, the minimum underayment shall be ASTM D 226, Type 11 installed as described in RAS 115 Section 4 #10-13 x min. 1 in. PHW screws at max. 10-1/2 in. o.c. along the perforated nail strip. Attachment: Fasteners shall penetrate sheathing a min. 3/8 in. and must be corrosion resistance in accordancewith section 1507.4.4. Maximum Design -97.5 psf Pressures: Pressure calculated using 2:1 margin of safetyper 1504.9 DMC 100NS PANEL---._. #10-13xVPHW-.� - Maximum Mean Roof Heights for Gable Roofs Slopes 2:12 — 6.1:12 Exposure Basic Wind ;Speed .(mph) 120 130 140 150 160 170 180 190 200 .Zone 1 - '- B 60 it 60 ft 60 ft 60 It 1 60 ft 60 It 60 It 1 60 ft 1 60 ft C 60 ft 60 ft 60 it 60 it 1 60 it 60 it 60 it 1 60 ft 1 60 it D 60ft' 60 ft 60 ft 60 it 1 60 ft 60 it 60 it 1 60ft 60 ft . .. _. Zone 2.- B 60 ft 60 ft 60 It 60 it 60 ft 60 ft 60 ft 60 ft 50 ft C 60 ft 60 ft 60 ft 60 ft 60 ft 60 ft 40 ft 20 ft NA D 60 It 50 it 60 It 1 60 ft 60 ft1 30 it 15 ft NA NA _ - Zone 3 _ B 60 it 1 60 it 60 it 60 it 60 ft 40 ft 30 It NA NA C 60 ft 1 60 it 60 ft 30 ft 15 ft NA NA NA NA D 60ft1 60 It 30 ft NA NA I NA NA NA NA Notes: 1) Exposure category for the structure location shall be as defined in the 2010 Florida Building Code 2) Limitations are based on the exposed area of 1W or less 3) Topographic factors such as escarpments or hills are not included in the above assessment 4) Applicable for Enclosed Buildings without overhangs 5) NA='Not Allowed° 6) Kd = 0.85 - 7) Projects with mean roof heights of greater than 60 It shall be evaluated by a licensed design professional 8 See page 5 for details for dimensions and locales of Zone 1, 2, and 3 DRX13006 FL 16639.1 Page 2 of 6 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which thisrcreport is valjd. This evaluation report does not express nor imply warranty, installation, recommended use, or other product a0h utes areIno specifically addressed herein. ± L . F.ve. +' 0 P Y CREEK TECHNICAL SERVICES, LLC DREXEL METALS INC. 24 ga. DMC 10ONS DMC 100NS — Detail B Slope: 2:12 or greater in the HVHZ; Outside the HVHZ, shall be in accordance with FBC Section1507.4.2 Solid or closely fitted min. 15/32 in. plywood sheathing for new and existing construction at Roof Deck: max. 24 in. span; In the HVHZ, new construction shall be min. 19/32 in. plywood at max. 24 in. span; Designed by others in accordance with FBC requirements. Underlayment: Installed in accordance with FBC requirements. In the HVHZ, the minimum undedayment shall be ASTM D 226, Type II installed as described in RAS 115 Section 4 #10-13 x min. 1 in. PHW screws at max. 5-1/4 in. o.c. along the perforated nail strip. Attachment: Fasteners shall penetrate sheathing a min. 3/8 in. and must be corrosion resistance in accordance with section 1507.4.4. Maximum Design -120 pelf Pressures: Pressure calculated using 2.1 margin of safety per 1504.9 DMC 100NS PANEL-- #10 -13 x 1" PHW -� - Maximum Mean Roof Heights for Gable Roofs Slopes 2:12 — 6.1:12 Exposure . - Basic Wind Speed (mph) '- - 120 130„.. 140 1 150 .... 160 T 170 180 . 190°-200 .... .. ".` Zone`1 B 60 ft 60 it 60 ft 60 ft 60 ft 60 ft 60 ft 60 It 60 ft C li 60 ft 1 60 ft 60 ft 60 ft 1 60 ft 60 ft 60 ft 1 1 60 ft 1 1 60 ft D 1 60 ft 1 60 ft 1 60 ft 1 60 ft 1 60 It 1 60 It 60 ft 1 60 ft 1 60 ft B 60 ft 60 ft 60 ft 60 ft 60 It 60 ft 60 ft 60 ft -60 ft C 60 ft 60 It 60 ft 60 ft 60 ft 60 ft1 60 ft 1 60 ft 30 ft D 60 it 60 It 60 ft 60 ft 60 ft 60 It 50 ft 25 it 15 It Zone_ 3 B 60 It 60 ft 60 ft 60 ft 60 ft 60 ft 60 It 40 ft 30 It C 60 It 60 ft 60 ft 60 ft 50 It 25 ft 15 ft I NA li NA D 60 ft 60 ft 60 ft 40 ft 20 ft NA NA I NA I NA Notes: 1) Exposure category for the structure location shall be as defined in the 2010 Florida Building Code 2) Limitations are based on the exposed area of 1 W or less 3) Topographic factors such as escarpments or hills are not included in the above assessment ` 4) Applicable for Enclosed Buildings without overhangs 5) NA = "Not Allowed" - 6) Ke = 0.85 7) Projects with mean roof heights of greater than 60 ft shall be evaluated by a licensed design professional 8 See page 5 for details for dimensions and locales of Zone 1, 2, and 3 DRX13006 FL 16639.1 Page 3 of 6 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for whir, eport,is vallq This evaluation report does not express nor imply warranty, p ' , ei p exp p y ty, installa5on, recommended use, or other roducl s tiare o[� ,j specifically addressed herein. � gl CREEK TECHNICAL SERVICES, LLC Gable Hip XN 2 121 DREXEL METALS INC. 24 ga. DMC 100NS Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3% REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) DMC-014-02-01 TAS 225 2003 PRI Construction Materials Technologies (TST5878) DMC-016-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) AKZC-003-02-01/02 ASTM B 117 2002 PRI Construction Materials Technologies (TST5878) AKZC-003-02-01102 TAS 110 2000 PRI Construction Materials Technologies (TST5878) AKZC-003-02-03104 ASTM G 26' 1996 PRI Construction Materials Technologies (TST5878) AKZC-003-02-03/04 TAS 110 2000 'ASTM G 26 was superseded by ASTM G 155. LIMITATIONS 1. Fire classification is not within the scope of this evaluation. 2. The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3. Reroofing shall be in accordance with FBC Section 1510 or Section 1521 within the HVHZ. 4. Installation of the evaluated products shall comply with this report, the FBC and RAS 133 in the HVHZ, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. DRX13006 FL 16639.1 Page 5 of 6 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for � SIttli'll is all P This evaluation report does not express nor imply warranty, installation, recommended use, or other produ attd lltea[fi specifically addressed herein. � p M" CREEK z? TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT DREXEL METALS INC. 24 ga. DMC 100NS The products evaluated herein have demonstrated compliance with the 2010 Florida Building Code as evidenced in the referenced documents submitted by the named manufacturer. tF Na 74021 o• STATE OF ;ugr Zachary R. Priest, P.E. Florida Registration No-74021—------------ --- Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will 0 acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT DRX13006 FL 16639.1 _ Page 6 of 6 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this repor[ rs id This evaluation report does not express nor imply warranty, installation, recommended use, or other 'ro'"au"ct' tt`�'UUPY ' specifically addressed herein. it Florida Building Code Online Page 1 of 1 F�Of (jd ; u [iI'E. BUS Home i tug In I User Registration ` Hot Topics ; Submit Surcharge Stats ®Facts Business f.1 Profess, product Approval 'P USER: Public user Regulation Product Approval Menu > Product or Aoolicat on Search > Application List search Criteria >r.;oavng0kd A00Uj?pa_' putitilateff:s*,GddtA�gfiopk 3 ' ,Code Version 2010 FL# !Application Type ALL Product Manufacturer .Category ALL Subcategory Application Status ALL Compliance Method ,Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ,Product Model, Number or Name ALL Product Description (;Approved for use In HVHZ ALL Approved for use outside HVHZ 'Impact Resistant ALL Design Pressure Results - Anoilcatlons 14095.4 ALL ALL ALL ALL ALL ALL ALL FL# Tvne Manufacturer Validated ev Status FL14095- Revision ELD-WEN FL#: FL14095.4 National Accreditation & Management Institute, Approved R4 History Model: Premium Atlantic Vinyl (804) 684-5124 Description: Single Hung (8100) 52 1/8" x 75" Insulated Glass (5/16 in PVB or SGP Lam - 1/8 out Annealed) Category: Windows Subcategory: Single Hung ''Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or Me Commission if necessary. Contact us:: 1940 North Monroe Street. Tallahassee FL 32399 Phone: SSO-487-1824 The State of Florida Is an AA/EW employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Araesslbn1b, Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under chapter 455, F.S. mug provide the Department with an email address If they have one. The smalls provided may be used for ofndal communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which on be made available w the public. To determine If you are a licensee under chapter 455, F.S., please dlclt here . product Approval Accepts: CreditS-rarEd 3" 17.r r W� http://www.floridabuilding.org/pr/pr_app_lst.aspx 6/9/2015 Florida Building Code Online Page 1 of 3 Ia a pan ty cos Home Lag In User Registration Hot Topics Submit Surcharge Stinm a Facts -i Publications Pat; Staff BCIS Site Map Links ! Search i Bushes Professi l product Approval ' USED: Public user Regulation Fmtlua Approval Meru > Product or Application Search > APpllcatlop ❑st> Application Detail Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL14095-R4 Revision 2010 Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. IELD-WEN 3737 Lakeport Blvd Klamath Falls, OR 97601 (800)535-3936 fbcl@jeld-wen.com Kaede McLaughlin fbcl@jeld-wen.com ]ELD-WEN Corporate Customer Service 3737 Lakeport Blvd. Klamath Falls, OR 97601 (800) 535-3936 custameme"fceagents@jeld-wen.com Windows Single Hung Certification Mark or Listing National Accreditation & Management Institute National Accreditation & Management Institute, Standard Year . TAS 201 1994 TAS 202 1994 TAS 263 1994 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtGLROlo2byCBy... 6/9/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Method 1 Option A 10/01/2014 10/15/2014 10/21/2014 02/20/2015 !Summary of Products FL # Model, Number or Description Name 14095.1 Premium Atlantic Vinyl I Single Hung (8100) 36" x 72" Insulated Glass (5/16 in PVB or SGP Lam - 1/8 out Annealed Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL14095 R4 C CAC NI011567.04-112.odf Approved for use outside Quality Assurance Contract Expiration Date HVHZ: Yes 04/30/2017 Impact Resistant: Yes Installation Instructions Design Pressure: +65/-70 FL14095 R4 11 DP65-70 36x72 Impact Installation Instructlons odf FL14095 R4 II DP65- Other: Miami -Dade NOAs for Quanex Building Products, Inc PVC (12- 70 36x72 Wood Throuoh Frame Impact Installation Instructions.PDF Vedfied By: Hermes Norero, PE 73778 1017.02 and 13-0425.15). Miami- Dade NOAs for Dupont SentryGlas Created by Independent Third Party: Yes (11-0624.02) and Butacite PVB (13- Evaluation Reports 0129.27) Interlayers. IG back bedded FL14095 R4 AE PER3094.odf with Dow 995. Created bv Inde entlent Third Party; Yes 14095.2 1premiurn Atlantic vinyl Single Hung 8100) 36" x 72" Insulated Glass 1/8 In - 1/8 out Annealed Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL14095 R4 C CAC N1011567 08-NI011567 09 odf Approved for use outside Quality Assurance Contract Expiration Date HVHZ: Yes 04/30/2017 Impact Resistant: No Installation Instructions Design Pressure: +65/-70 FL14095 R4 II 36x72 DP65-70 Installation.odf Other: Mlaml-Dade NOAs for Quanex FL14095 R4 11 36x72 DP65-70 Through Frame Wood Installation PDF Vedfled By: Hermes Norero, PE 73778 I Building Products, Inc PVC (12- 1017.02 and 13-0425.15). IG back Created by Independent Third Party: Yes bedded with Dow 995. Evaluation Reports FL14095 R4 AE PER3092.odf Created by Independent Third Party: Yes 14095.3 Premium Atlantic Vinyl Single Hung (8100) 52 1/8" x 75" Insulated Glass (3/16 In - 3/16 out Annealetl Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL14095 R4 C CAC NI011567.06-NI011567.07.odf Approved for use outside Quality Assurance Contract Expiration Date HVHZ: Yes 04/30/2017 Impact Resistant: No Installation Instructions Design Pressure: +65/-70 FL14095 R4 II 52 125x75 DP65-70 Installation. odf Other: Mlaml-Dade NOAs for Quanex FL14095 R4 11 52.125x75 DP65- Bullding Products, Inc PVC (12- 70 Through Frame Wood Installation.PDF 1017.02 and 13-0425.15). IG back Verified By: Hermes Norero, PE 73778 bedded with Dow 995. Windows with Created by Independent Third Party: Yes Insulated glass units widerthan 36" Evaluation Reports require setting blocks. FL14095 R4 AE PER3093.odf Created by Independent Third Party: Yes 14095.4 Premium Atlantic Vinyl Single Hung (8100) 52 1/8" x 75" Insulated Glass (5/16 In PVB or SGP Lam - 1/8 out Annealed) Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL14095 R4 C CAC N1011567 02-R1 odf Approved for use outside Quality Assurance Contract Expiration Date HVHZ: Yes 04/30/2017 Impact Resistant: Yes Installation Instructlons Design Pressure:+50/-60 FL14095 R4 11 DP50-60 5212505 Impact Installation Instructions. odf FL14095 R4 11 DP50- Other: Mlami-Dade NOAs for Quanex Building Products, Inc PVC (12- 60 52.12-105 Wood Throu h Frame Impact Installation Instructions. tl Verifled By: Hermes Norero, PE 73778 1017.02 and 13-0425.15). Miami- Dade NOAs for Dupont SentryGlas Created by Independent Third Party: Yes _ (11-0624.02) and Butacite PVB (13- Evaluation Reports 0129.27) Interlayers. IG back bedded with Dow 995. Windows with Insulated glass units wider than 36" require FL14095 R4 AE PER3091.odf Fnggg Created by Independent Third Party: Yes t tjH(jyjji � Pyjgj�� � �•i,''. 4 1 ��(j' http://www.floridabuilding.org/pr/pr_app_dtl.aspx7param=wGEVXQwtDgtGLROlo2byCBy... 6/9/2015 Florida Building Code Online Page 3 of 3 setting blocks. 14095.5 Premium Atlantic Vinyl Single Hung (8100) 52 1/8" It 75' Insulated Glass (5/16 in SGP Lam - 3/16 out Annealed) Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes -FL14095 R4 C CAC NIO11567-N1011567.01.Ddf Approved for use outside Quality Assurance Contract Expiration Date HVHZ: Yes 04/30/2017 Impact Resistant: Yes Design Pressure: +65/-75 Installation Instructions FL14095 R4 II DP65-75 52 125x75 Imoact Installation Instructions odf Other: Miami -Dade NOAs for Quanex FL14095 R4 II DP65- Building Products, Inc PVC (12- 75 52.125x75 Wood Through Frame Imi3act Installation Instructions.odf Verified By: Hermes Norero, PE 73778 1017.02 and 13-0425.15). Miami- Dade NOAs for Dupont SentryGlas Created by Independent Third Parry: Yes (11-0624.02) and Butaclte PVB (13- Evaluation Reports 0129.27) Interlayers. IG back bedded FL14095 R4 AE PER3095.pdf with Dow 995. Windows with insulated Created by Independent Third Party: Yes glass units wider than 36" require setting blocks. Back Next contact Us :: 1940 North Horner, Street Tallahassee FL 32399 Phone: 850-487-1824 The Stale of Florida Is an AA/EEO employer. Couwloht 2007-7013 State of Florida.:: Privacv Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395, 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under chapter 455, F.S., please dirk bare . Product Approval Accepts: go ® Ka Cfedtts"A"A http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtGLRIlo2byCBy... 6/9/2015 NOTICE OF PRODUCT CERTIFICATION CERTIFICATION NO: NI011567.02-R1 DATE: 05/23/2013 CERTIFICATION PROGRAM: Structural COMPANY: JELD-WEN CODE: 822-1 REVISION DATE: 08/13/2013 To verify that the "Notice of Product Certification" is valid, please visit www.NAMICertification.com to assure that the product is active and currently listed. This certification represents product conformity to the applicable specification and that certification criteria has been satisfied. ANAMlapproved certification label must beapplied tothe product toclaim certification status. Please review and advise NAMI if any corrections are required to this document. COMPANY NAME AND ADDRESS PRODUCT DESCRIPTION JELD-WEN "Premium Atlantic Vinyl Single Hung" 3737 Lakeport Boulevard Impact Rated Vinyl Single Hung Window Klamath Falls, OR 97601 (Fin & Flange Installation) Configuration: O/X Glazing: IG-1/8" Annealed Glms/Laminate- 1/8" Annealed Glass/0.090" SentryGlas® Plus Interlayer by DuPont/]/8" Annealed Glass or 1G-1/8" Annealed Glass/1-aminate-1/8" Annealed Glass/0.090" PVB by DUPont/l/8" Annealed Glass Frame: W-1324mm(52.13") H-1905mm(75") Sash: W-1254mm(49.38") H-946mm(37.25") SPECIFICATION PRODUCT RATING TAS 201/202/203-94 Design Pressure: +50/-60 psf Large Missile Impact Rated Product Tested By: National Certified Testing Laboratories Report No: NCTL-210-3874-1 Expiration Date: April 30, 2017 Administrator's Signature: NATIONAL ACCREDITATION AND MANAGEMENT INSTITUTE, INC. 4794 George Washington Memorial Highway Hayes, VA 23072 Tel: (804) 684-5124 Fax: (804) 684-5122 H-�{-r lux NAIL FIN INSTALLATION 1 Tj-11/2' MA EMBEDMENT YOYAN I�WI c DD -.RUD11 mm (52 I/V TYPICAL ELEVATION WITH FASTENER SPACING AS MM DISTANCE MIN. DISTANCE FDA EDGE: a/4' FOR EDGE: 3/4" •^� W MM 3 2X WOOD Ic .Dx FRAME� I zmm 2 zmm 1 HIM mm 2mm SHIM SPACE l a/2" MIN. iTl I � T EMBEDMENT GLAZING DETAIL ° euaaa� FRAME SECTION (TYP) JAMB SECTION (TYP) VERTICAL SECTION HORIZONTAL SECTION ume.....,.kkk, .•.Awro NOTE: Caulk e.n.nn Whim Nvg.A We.a opw.2. MM DISTANCE DB]O FDREDGE:B/4• PREMIUM ATLANTIC VINYL SH WINDOW t 2 2XWOOD FRAME I Max Frame I DP RATING IMPACT Ivz'MIN. EMBEDMENT 521/8 x 75 +50/-60 YES LARGE MISSILE IMPACT Installation Notes: 1. Seal fiangelframe to substrate. 2. Use #10 PH or greater fastener though the nail fin with sufficient length to penetrate a minimum of 1 1/2" into the wood framing. For 2X wood frame substrate (min. S.G. = 0.42). 3. Host structure (wood buck, masonry, steel) to be designed and anchored to property transfer all loads to the structure. The host structure is the responsibility of the architect or engineer of record for the project of Installation. Digitally signed by Hermes F. Norere, P.E. Reason: I am approving this document Date: 2014.09.1916:25:32-04'00' addresses only the fasteners required to anchor the l i f f f f, eve the rated design pressure up to the size limitations ♦tttll intended as a guide to the installation process and does that may arise In different wall♦♦ ♦♦ ' sealing consideration �Q r the complete installation procedure, see the Instructions the window go a coMresourcesfinstallation. General Notes: 1. The product shown herein is designed, tested and manufactured to comply with the wind load criteria of the adopted International Building Code(IBC), the International Residential Code(IRC), the Florida Building Code (FBC) including HVHZ and the Industry requirement for the stated conditions. 2. All glazing shall conform to ASTM E1300. 3. At minimum, glazing is 3mm annealed -11 mm airspace - 3mm annealed - 2mm PVB Intedayer by DuPont - 3mm annealed. 4. Use structural or composite shims where required. IROJER ENGINEER: DATE: �y ♦ yi \ th F Lakeport 9 Blvd -- 08/13/2014 DRnwN �. su1E: Klamath Falls, OR. 97601 D. Vezo NTS Phone: (541) 882-3451 Premium Atlantic Vinyl Impact Single Hung Window T '((`jrand its contents are confidential and are not to be �i� T ' :' U `♦: Pb%Fb%W� )pro uce 1 copied in whole or in part or used or disclosed to others ���,(��� p E, tf exceptasa0thortzedbyJELD-WEN Inc, a88 AM QS tO sae IDENTIFIER PLANT NAME EANO OCA ON: GNDWG.No.: REV: 00 sxEtT IOFB ILmIN (n Ile W11. TYPICAL ELEVATION WITH FASTENER SPACING Installation Notes: 1. Seal flange/frame to substrate. 2. Use 3116" ITW Tapoon or equivalent fasteners through frame with sufficient length to penetrate a minimum of 11140 into concrete or masonry at each location with a 21/2' min from edge distance. For concrete (min. fc = 3000psi) or masonry substrate (CMU shall adhere to ASTM C90). 3. Host structure (wood buck, masonry, steel) to be designed and anchored to property transfer all loads to the structure. The host structure is the responsibility of the architect or engineer of record for the project of installation. This sc " ule,�ddresses only the fasteners required to anchor the window -to achieve the rated design pressure up to the size limitations not ii`It 1 ot3ntended as a guide to the installation process and does not QQdr�99s�she,,�Baling consideration that may arise In different wall condition. FEZ complete Installation procedure, see the Instructions pac . ed=with�he window or go to Ield-weA.cemtresourcestinstallaton. DIS6 I E. This�drd gTa(1d Its contents are confidential and are not to be re roducoTTjpled in whole or in part or used or disclosed to others 4A exce ,1K ut Lo ed by JELD-WEN Inc. sce see °;d MISRLIY e ���. I—: va•Mw I EMBEDMEM. GLAMW bETAIL FRAME SECTION MP) VERTICAL SECTION e g JE1 w•M>x DM R b', M.SOlNY MASONRY: INSTALLATION JAMB SECTION (TYP) HORIZONTAL SECTION PREMIUM ATLANTIC VINYL SH WINDOW Max Frame DP RATING IMPACT 52 1/8 x 75 Ji +50/-60 1 YES LARGE MISSILE IMPACT General Notes: 1. The product shown herein is designed, tested and manufactured to comply with the wind load criteria of the adopted International Building Code(IBC), the International Residential Code(IRC), the Florida Building Code (FBC) including HVHZ and the industry requirement for the staled conditions. 2. All glazing shall conform to ASTM E1300. 3. At minimum, glazing Is 3mm annealed -11 mm airspace - 3mm annealed - 2mm PVB Intedayer by DuPont-3mm annealed. 4. Use structural or composite shims where required. PROJECT ENWitti: Dale: 3737 Lakeport Blvd 08/13/1 014 MAWN W: STALE; Klamath Falls, OR. 97601 D. Vezo NTS l\ Phone: (541) 882-3451 Premium Atlantic Vinyl Impact Single Hung Window OD I' 2OF3 Past frame V4 MAX StIVA SPACE 2mm zmm 3. 3mm is gauge min - Steal Stud rc MIN. DISTANCE FOR EDGE: 1/2° Min. embedment Of three threads Past frame STEEL INSTALLATION 1/4° MAX SHIM SPACE GLAZING DETAIL JAMB SECTION (TYP) FRAME SECTION (TYP) HORIZONTAL SECTION VERTICAL SECTION NOR^bb4,.een NLYy{Yy.f Wmf epM1q V/ MAX SKIASPACE 18 gage min l SteeSt d t a PREMIUM ATLANTIC VINYL SH WINDOW wa `e ` of three tMwads hrea Max Frame DP RATING IMPACT 2 II vanframe 52 1/8 x 75 1 +50/-60 1 YES �Inlmmw Irmn1 on 11ir IIAc} { AMOISTANCE TYPICAL ELEVATION WITH FASTENER SPACING FOREDO;: ' LARGE MISSILE IMPACT Installation Notes: General Notes: 1. Seal flangefframe to substrate. 1. The product shown herein is designed, tested and manufactured to comply with the wind load criteria 2. For anchoring Into metal framing use #8 TEK Self Tapping screws with sufficient length to achieve a of the adopted International Building Code(IBC), the International Residential Code(IRC), the Florida minimum embedment of three threads past the frame thickness. Steel substrate min.l8ga., fy = 33 ksl. Building Code (FBC) Including HVHZ and the industry requirement for the stated conditions. 3. Host structure (wood buck, masonry, steel) to be designed and anchored to property transfer all loads 2. All glazing shall conform to ASTM E1300. to the structure. The host structure is the responsibility of the architect or engineer of record for the 3. At minimum, glazing is 3mm annealed -11 min airspace - 3mm annealed - 2mm PVB Intedayer by project of installation. DuPont - 3mm annealed. 4. Use structural or composite shims where required. This schedule addresses only the fasteners required to anchor the window to achieve the rated design pressure up to the size limitations noted. It is not intended as a guide to the Installation process and does not address he sealing consideration that may arise in different wall �� 4 ��� Q ,.••••.. t� ��� PROJECT ENGMEER: DATE: 08/13/2014 �T 3737 Lakeport Blvd Klamath Falls, OR. 97601 ALDIMConditions. For the complete installation procedure, see the Instructions ��;' .�� DRAMar: srAu=:1� D. Vezo NTS Phone: (541) 882-3451 packaged with the window or go to 7 CHECKED BY: ME: www.jeld-wen.com/resourcesriinstallagon. * . = * _ 3. Kantola -13 T T ir = APPROVEDSI: Premium Atlantic Vinyl Impact Single Hung Window DISCLAIMER: -A '; 41 �� 0( �p This drawing and its contents are confidential and are not to be •, •' �� ��� P RTTd%�6O��jY/�:: �sA�iS/7 reproduced or copied in whole or in part or used or disclosed to others pN�GA�RO ' `%� except authorized JELD-WEN Inc. P y sae s 9T0,�l4�♦! 388 IDENTIPJER No. PIANTNAMEAND1OCAnON: CAD DWG. No.: REV: SHEET NCTL210-3874- -FBC 00 3OF3 le D W 15' YAx. 110,011 CgMOII 3 f .BmD. vwrm (12 I/e ...r TYPICAL ELEVATION WITH FASTENER SPACING YAL MN uuB Installation Notes: 1. Seal flange/frame to substrate. 2. Use #10 PH or greater fastener though the nail fin with sufficient length to penetrate a minimum of 1 1f2" into the wood framing. For 2X wood frame substrate (min. S.G. = 0.42), 3. Host structure (wood buck, masonry, steel) to be designed and anchored to properly transfer all loads to the structure. The host structure is the responsibility of the architect or engineer of record for the project of installation. This schedule addresses only the fasteners required to anchor the window to achieve the rated design pressure up to the size limitations noted. It is not intended as a guide to the installation process and does not address he sealing consideration that may arise in different wall conditions. For the complete installation procedure, see the instructions packaged with the window or go to wvw.jeld-wen.com/resourcesfinstallagon. Addendum to NAMI DISCLAIMER: This drawing and its contemn are confidential and are not to be reproduced or copied in whole or in pan or used or disclosed to others (3 /a except as authorized by JELD-WEN Inc. MIN DISTANQ FOR EWE; VC GLAZING DETAIL FRAME SECTION (TYP) VERTICAL SECTION -11/2' JAM EMBEDMENT MIN, DssrAN FOREWE.BH- MIN. DISTANCE FOR EbSE: 3/4" THROUGH FRAME INSTALLATION 1/4• MAX SHIM SPACE JAMS SECTION (TYP HORIZONTAL SECTION PREMIUM ATLANTIC VINYL SH WINDOW Max Frame DP RATING IMPACT 52 1/8 x 75 1 +50/-60 1 YES LARGE MISSILE IMPACT General Notes: 1. The product shown herein is designed, tested and manufactured to comply with the wind load criteria of the adopted International Building Code(IBC), the international Residential Code(IRC), the Florida Building Code (FBC) including HVHZ and the industry requirement for the stated conditions. 2. All glazing shall conform to ASTM El300. 3. At minimum, glazing is 3mm annealed -11 min airspace - 3mm annealed -2mm PVB Intedayer by DuPont - 3mm annealed. 4. Use structural or composite shims where required. "' _ PEL �� • N th F Lakeport 97601 �i n rj Klamath Palls, OR. 97601 NTS Phone: (541) 882-3451 Premium Atlantic Vinyl Impact Single Hung Window 001— SOF /Z BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Product Evaluation Report Of JELD-WEN, Inc. 398 E. Dania Beach Blvd. Suite 338 Dania Beach, FL33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Premium Atlantic Vinyl Single Hung - Impact for Florida Product Approval Report No. 3091 Current Florida Building Code Method: 1— A (Certificate) Category: Windows Sub — Category:. Single Hung Product: Premium Atlantic Vinyl Single Hung - Impact Material: PVC Product Dimensions: 52-I/8"x 75" (O/JIC) Prepared For: JELL -WEN, Inc. 3737 Lakeport Blvd. Klamath Falls, OR 97601 Prepared by: ``ttttiffrrr1�� Hermes F. Norero, P.E. ��� �S F. O Florida Professional Engineer # 73778 `����Q.• ' .F���i�� Date:08/11/2014 Z : p 7 Contents: = * * = Evaluation Report Pages 1-4 = 't) T T X O? . �.` Reason Digitallyamnapproving this do�ument �iss/CNA1 f-los,` Date: 2014.09.19 16:31:16 -04'00' ����Ittltrttt�` e6 Nrer FI rids BUILDING DROPS A Perfect Solution in Every Drop /Z Certificate of Authorization: 29578 Manufacturer: JELD-WEN, Inc. Product Category: Windows Date: 08/11/2014 Report No: 3091 Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Premium Atlantic Vinyl Single Hung - Impact 52-1/8" x 75" (0/X) Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL# 73778) forJELD-WEN, Inc. based on Method la of the State of Florida.Product Approval, Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the current Florida Building Code. See Installation Instructions NCTL210-3874-1-FBC, signed and sealed by Hermes F. Norero, P.E. (FL# 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the current Florida Building Code, including the "High Velocity Hurricane Zone' (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Section 1609.1.2 of the current Florida Building Code and does not require an impact resistant covering. 4. Site conditions that deviate from the details of drawing NCTL210-3874-1-FBC require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions NCTL230-3874-1-FBC for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Date: 0o: 30014 BUILDING DROPS Report No: 91 A Perfect Solution in Every Drop IQ Certificate of Authorization: 29578 Quality Assurance: The manufacturer has demonstrated compliance of products in accordance with the Florida Building Code for manufacturing under a quality assurance program audited by an approved quality assurance entity through National Accreditation and Management Institute (FBC Organization #: QUA.1789) Performance Standards: The product described herein has been tested per: • TAS 201-94 • TAS 202-94 • TAS 203-94 Referenced Data: 1. Product Testing performed by National Certified Testing Laboratories NW (FBC Organization # TST9341) Report #: NCTL-210-3874-1, Report Date: 4/18/2013 2. Certification Agency National Accreditation and Management Institute (FBC Organization #: CER 1773) 3. Material Certification Miami Dade RER — Product Control Section NOA E.I. DuPont De Nemours & Co., Inc.: PVB Interlayer 4. Material Certification Miami Dade RER— Product Control Section NOA Quanex Building Products: PVC Extrusions 1(k BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Through Frame Installation: 1. Approved anchor types and substrates areas follows: Date: 08/11/2014 Report No: 3091 A. For concrete (Min. fc = 3000 psi) or masonry substrate (Min. f c =1500 psi) where one by (1X), non-structural, wood bucking is employed, use (1) 3/16" diameter ITW Tapcon type concrete screw anchors per location of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. B. For concrete (Min. Yc = 3000 psi) or masonry substrate (Min. fc=1500 psi) where wood bucking is NOT employed, use (1) 3/16" diameter ITW Tapcon type concrete screw anchors per location of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For steel substrate, use (1) #8 Tek Screw type steel frame (min. 18ga.) anchors per location of sufficient length to achieve minimum three threads of penetration beyond steel structure. Nail Fin Installation (Where applicable): A. For wood substrates (Min. S.G. = 0.42) use (1) #10 Wood Screw type installation anchors per location of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. Refer to Installation Instructions (NCTL230-3874-1-FBC) for anchor spacing and more details of the installation requirements. Design Pressure: Design Pressure Positive 50 PSF Negative 60 PSF Hermes F. Norero, P.E. [r'oa No. 73778 Pa �OP t Florida Building Code Online Page 1 of 2 �0rC2 C@p3rtitk'n: SOS Home Log In User Registration j Hot Topics submit surcharge Statsa Facts Publications I Pic stall BOS Site Map Links Search Busi^nWes �(pf�` Professi rtaI USER: uecUApproval ser Regulation Product Approval Menu > Product or Aoo0ca0on Search > Application List> Application Detail > Application Checklist Form Title: Validation checklist for certification method Form #: 9N-3.011(3)(a) Administrative Validation {j 1. Verify Product Manufacturer's name on the state application matches that In the Certification program. yj 2. Verify all products Identified on the state application are listed in the certlflcation program. [j 3. Verify Testing Standards on the application and the uploaded Certification Certificate match, and are as certified. W, 4. Verify compliance documentation is current, not expired, suspended or revoked [1 S. Verify Limitations of Use noted on the application are in accordance with the Certification. (�ee7; 6. Verify Installation Instructions, Including anchorage requirements are provided for the same product performance documented In the uploaded Certification Certlflcate or that the manufacturer's licensed design professional has performed this verification. gJ 7. Verify Status of certification agency. [r] 8. Verify Application lists proper category and subcategory of product. O 9. Verify the testing standards are as adopted and required by the Florida Building Code. [3i 10. Verify the product Is properly described. [yl 11. Verify the limits of use are Included as certified. L� 12. If the documentation indicates that ratlonal analysis was used, verify whether the rational analysis is within the scope of the product certlficatlon and If not then verify that an evaluation report Is submitted. Wj 13. Verify that no rational analysis Is conducted under this method. Otherwise the evaluation method must be used to seek product approval. (±i To the best of my/our knowledge, this application Is complete, the items In the checklist above have been verified, and the Certification documentation submitted with this application Indicates that the product, method, or system described In this application meets or exceeds the Florida Building Code requirements and reference standards listed in the application. Back Ne:t contact US:: 1940 North Monme ame[ Tallahassee FL 32399 Phone: 850-487-1824 The Safe or Flotlda L5 an AA/EEO employee Coovdah[ 2007-2033 state of Floatla.:: Privacy Statement:: hill ' to men :: ! d01�qrft� 1 http://www.floridabuilding.org/pr/pr_app_chek.aspx 6/9/2015 'Florida Building Code Online Page 2 of 2 Under Hands law, email addresses are public records. It you do not want your e-mail address released In response to a public -retards request, do not send electronic mall to this entity. Instead, contact the cl by phone or by taditlanal mall. If you have any questions, please contact 850.487.1395. •Pursuant to Section 455.275(1), Florida Statutes, effecive October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The smalls provided may be used for offldal communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide Me Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please sick hea . Product Approval Accepts: M ER = CreditSAFE http://www.floridabuilding.org/pr/pr_app_phek-aspx Y 1y P 9 . ` 1 Florida Building Code Online Page 1 of 2 �d<i (;Ep3iU1'EI'i�` Bq5 Home : Log In j User Registration Hot Topla Submit Surcharge statsa Facts publications (F9C Staff BqS She Map Links I Search Busines ff Professiial product Approval @ USER: Public User Regulation Aodoct Approval Menu > Product or Application Search > Application Ust> Application 0etall FL # FL31112-R3 Application Type Revision Code Version 2010 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By X JELD-WEN 3737 Lakeport Blvd Klamath Falls, OR 97601 (800) 535-3936 fbcl@]eld-wen.com Janet Gerard fbcl@]eld-wen.com 11 JELD-WEN Corporate Customer Service 3737 Lakeport Blvd. Klamath Falls, OR 97601 (800)535-3936 customerserviceagents@]eld-wen.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute National Accreditation & Management Institute, Standard Year TAS 201 1994 TAS 202 1994 TAS 203 1994 tlr} R 1r f r f ! p t #f a http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgttaGslp3Gvui ny... 6/9/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised of Products Method 1 Option A 08/06/2012 08/06/2012 08/13/2012 05/27/2015 FL # 1140del, Number or Name Description 11112.1 Premium Atlantic Vinyl Swinging Patio Door (3100) 36 1/4" x 95 1/2" Insulated Glass (3/16" Tempered - 5/16" SGP LAM) Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL11112 R3 C CAC N1011146-RI Certificate.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/30/2016 Design Pressure: +50/-50 Installation Instructions Other: FL11112 R3 II 3100 HVHZ Impact Installation Instructions. pdf Verified By: Robert Amoruso, P.E. 49752 Created by Independent Third Party: Yes Evaluation Reports FL11112 R3 AE 3100-3400 Product Evaluation RePOrt.pdf Created by Independent Third Party: Yes 11112.2 Premium Atlantic Vinyl Swinging Patio Door (3400) 711/2" x95 1/2" Insulated Glass (3116" Tempered - 5/16" SGP LAM) Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL11112 R3 C CAC NIGIII47-RI Certificatexcl Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/30/2016 Design Pressure: +50/-50 Installation Instructions Other: FL11112 R3 II 3400 HVHZ Impact Installation Instructions.pdf Verified By: Robert Amoruso, P.E. 49752 Created by Independent Third Party: Yes Evaluation Reports FL11112 R3 AE 3100-3400 Product Evaluation Report.pcif Created by Independent Third Party: Yes Back Next Contact US:: 1940 North Monme street. Tallahassee R 32399 Phone: 650-487-1824 The State of Florida Is an AA/EEO employer. Cooydcht 2007-2013 State of Florida, :: Frlvacv Statement:: Accessibility Statement:; Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall m this entity. Instead, contact the office by phone or by traditional mall. if you have any questions, please contact 850.487.1395. 'Pursuant to section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address If they have one. The ¢malts provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the. public. To determine if you are a licensee under Chapter 455, F.S., please click er . Product Approval Accepts: on ® Ed Cre lt%Qrti� http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgttaGsIp3 Gvuimy... 6/9/2015 Florida Building Code Online Page 1 oY 2 P acts Hone Log In t User Registration Hot Topics ! Submit Surcharge stabs a Facts Publications FeC stall BOS site Map Links Search Busines Profess i l °dt,� Approval s BSER: Public Userr Regulation Product Approval Menu > P wuct or Apoliuu.n Search > Application Lst > Application petal) FL # FL11112-R3 Application Type Revision Code Version 2010 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature JELD-WEN 3737 Lakeport Blvd Klamath Falls, OR 97601 (800) 535-3936 fbcl@jeld-wen.com Janet Gerard fbcl@jeld-wen.com Technical Representative JELD-WEN Corporate Customer Service Address/Phone/Email _ _._._3737 Lakeport Blvd. Klamath Falls, OR 97601 (800) 535-3936 customemerviceagents@jeld-wen.com Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute National Accreditation & Management Institute, Standard Year TAS 201 1994 TAS 202 1994 TAS 203 1994 7 7 C -gigg I F r - ) http://Www.fIoridabuilding.orglnrlpr_app_ tl.aspx?param=wGEVXQwtDgttaGsIp3Gvuimy... 6/9/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised ;Summary of Products Method 1 Option A 08/06/2012 08/06/2012 08/13/2012 05/27/2015 FL # Model, Number or Name Description 11112.1 Premium Atlantic Vinyl Swinging Patio Door (3100) 36 1/4" x 95 1/2" Insulated Glass 3/16" Tempered - 5/16" SGP LAM Limits of Use Certification Agency Certificate------- --- — !. Approved for use In HVHZ: Yes FL11112 R3 C CAC NIO11146-RS Certificate.edf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/30/2016 Design Pressure: +501-50 Installation Instructions Other: FL11112 R3 11 3100 HVHZ Impact Installation Instructlons. df Verified By: Robert Amoruso, P.E. 49752 Created by Independent Third Party: Yes Evaluation Reports FL11112 R3 AE 3100-3400 Product Evaluation Recort.odf Created by Independent Third Party: Yes 11112.2 Premium Atlantic Vinyl Swinging Patio Door (3400) 71 1/2" x 95 1/2" Insulated Glass 3116" Tempered - 5116" SGP LAM Limits of Use Certification Agency Certificate Approved far use In HVHZ: Yes FL11112 R3 C CAC N1011147-RI Certificate.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/30/2016 Design Pressure: +50/-50 Installation Instructions Other: FL11112 R3 11 3400 HVHZ Impact Installation Instructions. odf Verified By: Robert Amoruso, P.E. 49752 Created by Independent Third Party: Yes Evaluation Reports FL11112 R3 AE 3100-3400 Product Evaluation Reoort.odf Created by Independent Third Party: Yes Sack Nert contact us :: 1940 North Monne Street Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Hands.:: privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact Me pence by phone or by traditional mall. If you have any questions, please contact 850.487.1395. •pursuant to Secdon 455.275(1), Honda Statutes, effective October 1, 2012, licensees licensed under.chapter 455, F.S. must provide the Department with an email address If they have one. The malls provided may be used for offdal communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made avallable to the public. To determine If you are a licensee under chapter 455, F.S., please click here . Product Approval Accepts: CreditSC�rFE http://www.floridabuilding.org/pr/pr_app_ tl.aspx?param=wGEVXQwtDgttaGslp3Gvuimy... 6/9/2015 Florida Building Code Online Page 1 of 2 � ems, �! • Y s, i � �.,�-"a y r �'�: w. 1 max` p FlotlaR(3uier( BC1SHome 1n91. UserRegtstration Hot Topics IsubmitSurcharge1StatsaFacts PublicationsFBCStaff BCLSSite Map jLinks(Sean,h Busines, Profess, , l 10 ul ERdpubct Approval lic User Regulation HIMSMIMMITM pagign Approval Menu > Product or Application Search > Application fist > Application Detail > Application Ch.cidist Form Title: Validation checklist for certification method Form #: 9N-3.011(3)(a) Administrative Validation L 1. Verify Product Manufacturer's name on the state application matches that In the Certification program. jsj 2. Verify all products identified on the state application are listed in the certification program. ;J 3. Verify Testing Standards on the application and the uploaded Certification Certificate match, and are as certified. CAI 4. Verify compliance documentation Is current, not expired, suspended or revoked. �J S. Verify Limitations of Use noted on the application are in accordance with the Certification. 6. Verify Installation Instructions, Including anchorage requirements are provided for the same product performance documented In the uploaded Certification Certificate or that the manufacturer's licensed design professional has performed this verification. �j 7. Verify Status of certification agency. (3 8. Verify Application lists proper category and subcategory of product. 9. Verify the testing standards are as adopted and required by the Florida Building Code. ! ! 10. Verify the product is properly described. fW: 11. Verify the limits of use are Included as certified. :g 12. If the documentation indicates that rational analysis was used, verify whether the rational analysis is within the scope of the product certification and If not then verify that an evaluation report Is submitted. (�: 13. Verify that no rational analysis Is conducted under this method. Otherwise the evaluation method must be used to seek product approval. p; To the best of my/our knowledge, this application Is complete, the Items In the checklist above have been verified, and the Certification documentation submitted with this application Indicates that the product, method, or system described In this application meets or exceeds the Florida Building Code requirements and reference standards listed in the application. Beck Neat Unto Us :: 1940 North M Straet. T II h FL 32399 Phone: 850-487-1824 The State of Florida is an AQEE0 employer. eo M ht 2007-2013 State f Florida. :: Privacy Statement :: Accesobility Statement :: Refund Statement http://www.floridabuilding.org/pr/pr_app_chek.aspx 6/9/2015 Florida Building Code Online Page 2 of 2 Under Florida law, emall addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by tractional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 45S.275(3), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: in ® 99 M 7Credit7AFE http://www.floridabuilding.org/pr/pr_app_chek.aspx 6/9/2015 NOTICE OF PRODUCT CERTIFICATION CERTIFICATION NO: NI011147-R1 DATE: 06/17/2012 CERTIFICATION PROGRAM: Structural COMPANY: JELD-WEN CODE: 822-1 REVISION DATE: 06/28/2012 ft- I///.>. Z To verify that the "Notice ofProduct Certification" is valid, please visit www.NANUCertification.com to assure that the product is active and currently listed. This certification represents product conformity to the applicable specification and that certification criteria has been satisfied. A NAMI approved certification label must be applied to the product to claim certification status. Please review and advise NAMI if any corrections are required to this document. COMPANY NAME AND ADDRESS PRODUCT DESCRIPTION JELD-WEN "Premium Atlantic Vinyl (3400) 3737 Lakeport Boulevard Swinging Patio Door" Klamath Falls, OR 97601 Vinyl Double Side Hinged Door configuration: XX Glazing: IG-3/16" Tempered Glass/Laminate-1/8" Annealed Glass/0.090" Sentry Glass Plus Interlayer/l/8" Annealed Glens Frame: W-1816mm(71.5") H-2426mm(95.5") DLO: W-616mm(24.25") H-2115mm(83.25") SPECIFICATION PRODUCT RATING TAS 201/202/203-94 Design Pressure: +501-50 psf Large/Small Missile Impact Rated Product Tested By: National Certified Testing Laboratories, Inc. Report No: NCTL-210-3217-1 Expiration Date: June 30.2016 Administrator's Signature: NATIONAL ACCREDITATION AND MANAGEMENT INSTITUTE, INC. 4794 George Washington Memorial Highway Hayes, VA 23072 Tel: (804) 684-5124 Fax: (804) 684-5122 JELD-WEN PREMIUMATL9NTIC VINYL OUTSWING FRENCHDOOR (3400) - LMI GENERALNOTES 1. THIS PRODUCT IS DESIGNED TO COMPLY WITH THE HIGH VELOCITY HURRICANE ZONE (HVHZ) REQNERMENB OF THE 2010 FLORIDA BUDDING CODE (FBC) ATTHE DESIGN PRESSURE STATED HEREIN. THE PRODUCT DETAILS CONTAINED HEREIN ARE BASED UPON SIGNED AND SEALED TEST REPORT NCTL-2103217-1 DATED D3 S106 AND ASSOCIATED LABORATORY STAMPED DRAWINGS AND WERE TESTED IN ACCORDANCE WITH CURRENT HVHZ PROTOCOLS. 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE MASONRY AND 2X FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANOING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE STRUCTURE IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. 3. 1XBUCKSAND7 WOODFRAMING(WIZENUSED)SHALLBEDESIGNED AND MICHORED TO PROPERLY TRANSFER ALL LOADS TO THE RMMNSMB OFTHEENGNMRORARCHIME OFRECORD. 4. INAREAS WHERE WI ORNE DEBRIS PROTECTION REQUIREMENTS EXIST, USEOF AN APPROVED HVHZ IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED. S. MATERIALS: 5.1. DOOR FRAME AND PANEL MATERIAL: EXTRUDED PVC 0.011W THICK PER NOA NO. I1-0B30.09. 52 ASTRAGAL MATERIAL• EXTRUDED PVC 0.=- THICK PER NOA NO. 11.0830.09. 5.3. LAMINATE: DUPONT SENTRYGLAS INTERLAYER PER NOA NO. 11-0624.02. 5.4. FRAME REINFORCEMENT MATERIAL EXTRUDED ALUMINUM 0.080 THICK. 6.5. FRAME REINFORCEMENT MATERIAL ROLL FORMED GAUMIZED STEEL O.U60' THICK. 5.6, PANEL REINFORCEMENT MATERIAL: EXTRUDED ALUMINUM SAW THICK. S.T. ASTRAGAL REINFORCEMENT MATERIAL: EXTRUDED ALUMINUM DESIGN PRESSURE RA71NG(PSF) IMPACTRATING H50.0/50.0 LARGE AND SMALL MISBILE TABLE OF CONTENT E DESCRIPTION '1 1� GENERAL AND INSTALLATION NOTES s. T'IELEVATION AND ANCHORING LAYOUT 3 VERTICAL CROSS SECTIONS 4 LERTICAL AND HORIZONTAL CROSS SECTIONS HORIZONTAL CROSS SECTIONS BILL OF MATERIALS AND GLAZING DETAIL INSTALLATION ANCHORAGE DET. MS 8. HARDWARE LONE (1)1NBT TtONMICHORISREOUIREDATEACHANCHORLOCATION. E7 GUIDE HINGE BY HOPPE N754979,(2 EACH ITS UNM (3 EACH 81) MITI. 2.THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS T 62 SET HMO BY HOPPE 08754831(1 EACH UNIT). BE USED FOR PRODUCT INSTALLATION. 63 MULT4POINTACTIVE GEAR BY HOPPE P8TT8331. 6A SHOOTBOLT STRIKE PLATE STEEL BY HOPPE S8752743. 3. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(S). MAXIMUM 65 LATCH AND DEADBOLT STRIKE PLATE STEEL BY HOPPE ALLOWABLE SHIM SIZE IS 1/4 INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER p876412/. OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. 0.8 ITS EXTENSION BY HOPPE 0779031. 6.7 SO EXTENSION BY HOPPE 98779195. 4.ANCHORS FOR INSTALLATION INTO WOOD FRAMING OR THROUGH 1X BUCK TO CONCRETE / T. GLASS MEETS THE REQUIREMENTS OF ASTM MASONRY, OR DIRECTLY INTO CONCRETE / MASONRY SHALL BE AS SHOWN IN 'ANCHOR E130D04e(01) SCHEDULE" SHEEF 1. S. DESIGNATION'X'AND'O'STANDFORTHE FOLLOWING: 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT UMUED TO STUCCO, FOAM, BRICK VENEER AND SIDING. 6.1. X:OPERABLEPANEL O: FUO=D PANEL &FOR CONCRETE BLOCK APPLICATIONS DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. 9. INACCORDANCEW THEMIOFBC.SECRON241IA33 WOOD SHALL HAVE BEEN PRESERVATNETREATED OR T. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S SHALLBEOFADURABUESPECIESASDEFINEDIN - INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH SECTION 2=4L STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED IN THE ANCHOR SCHEDULE", SHEET 1. e.ANCHORS SHALL BE MADE OF CORROSION RESISTANT STEEL OR TREATED WITH CORROSION RESISTANT COATING. INSTALLATION ANCHOR SCHEDULE MANUFACTUREIIAND/OR MI. MIN. EDGE SUBSTRATE HEADIYPE SOE SPECIRMTKIN EMBEDMENT aNIANCE(W) CAPAC1116 BASED ON MIN.2000 PSI CONCEETE BUTNOT ITWTAPCON(2) 11/2 11/8 LESS.THANIHATREWREDBYBUILDING HEXORFIAT CODE CONCRETE 3/16' MIN 2500 PSI CONCRETE BUTNOT HEAD Bco Ulbamn 13/8 1 ISSTHANTNATREWREDBYBUIIDING CODE STRENGTH CONFORMANCEM ASiM C ITWTAP0ON(2) 1 2 90, MEDIUM WEGHT DERRTY>11T MASONRY HEK OR FIAT PCF (BLOCK/CMU) HEAD 3/16' EIco Ulvacon 11/4 1 STRENGTHCONFORMANCETOATTIr1C 90,MBDIUM WEIGHT W000 (1) PANORFw ND.10 ANSI 818.6.1(WOOD SCREW) 13/8 3/4 WOOD WITH A MINIMUM SPEOFIC HEAD ASMESIBSA(FAPPINGSCREW) GRANTYOF055 NOTES: 1) IF SPUTTING ISAMNMN FOR WOOD FRAME IFSFAUATON, DMUC.112-(DRLLSIIE34) PIIOTHOM IFTMPIW SCREWS ARE USED OR 0.121' (OMLL SIZE 31) PILOT HOMIF WOOD SCREWS ARE USED. 2)WMMIMTMMMMEMMFDRMNCRETUMONRYIMA MO THEYSHALLBETHEMVANCEDTHRFADFORMTEC WWWME Robert J. Amomo, P.E. FL P.E. No. 49762 a I L HE 95 ---MAX. UNIT WIDTH 71 1/2" MAX. PANEL MAX. PANEL WIDTH 35" WIDTH 34" TYP (WITH ASTRAGAL) DLO WIDTH �(3P)3 4 4 /00 II mix. 5 II I I PE PANEL HEIGHT 1D 5 F X 5 )( 5 s " I ErI,fL DLO 7GIHT HEIGHT B3 t/a" ACTIVE I I I I INACTIVE I1/z'• HOPy lrJ 3 MULTI -POINT 4 LOCK SET 3400 SERIES OUTSWING FRENCH DOOR EXTERIOR ELEVATION SPECIFIC NOTES: ®INSTALL TWO (2) HINGE INSTALLATION ANCHORS THROUGH OUTERMOST FASTENER LOCATIONS ON HINGE SET (ITEMS# 11 & 23), INTO THE JAMB. ® LOCATE CENTERLINE OF HINGE WITHIN TOLERANCE OF 1/2" INCH OF GIVEN DIMENSION. ® INSTALL TWO (2) INSTALLATION ANCHORS THROUGH ITEM# 25, THE SHOOTBOLT STRIKE PLATE ON BOTH THE HEAD AND SILL. 9! �y�II 3" TYP, ( TYP. I' 5" TYP. 9. TYR 6" II HINGE II I I 26.66" 5" ®O.C. X I I X (TYP.) _ II II _II_ _ TOP AND BOTTOM ,5" TYP. TYP. XX CONFIGURATION EXTERIOR ELEVATION al a 3n�Sa (TYP.) (TYP.) Z m So w c�CEP z QdA p0 !! Robert J. A omso, P.E. FL P.E. No. 497U EXTERIORMIN. EDGE DISf. SEE ANCHOR ANCHOR VARIES CONCRETE OR By BY OTHERSTHERS VARIES SEE ANCHOR MASONRY SCHEDULE Sc EDUi�ET 1 18 SBY OTHERS HEET 1 SEALANT BETWEEN WOOD BUCK & ' CONCRETE ' 'q MIN EMBED. VARIES BY OTHERS SEE ANCHOR SCHEDULE a' •m' SHEET 1 SEALANT BETWEEN FIN & WOOD BUCK BY OTHERS PERIMETER SEALANT 1/4" MAX. BY OTHERS SHIM SPACE (SEE ON NOTE 3, INTERIOR SHTA) MAX. SECTION B UNIT HEIGHT GLAZING 95 1/2" DETAIL 10 SEE SHEET 5 MAX. 7 13 PANEL 2 _ 8 HEIGHT 93" 22 6 12 4 4 3 6 O 1 5 PERIMETER d, ° 4 ' q' q d .. e BY OTHERS d d Im�EAFID ANT BETTWEEN T BE IN < ° , �51ELF&CONC 9'tJ I 1B ANCHOR VARIES ETE I SEE ANCHOR l MINMIN• E� SCHEDULE l3 VARIES SEE ANCHOR SHEET 1 SCHEDULE SHEET 1 SECTION A 7MIN. EMBED. VARIES SEE ANCHOR SCHEDULE SHEET 1 3/4' MIN. EDGE DIST. 17 010 PAN EXTERIOR FINISH WOOD SCF BY OTHERS SEALANT BETWEEN FIN & WOOD BUCK BY OTHERS SEALANT BY OTHERS MAX. U4 UNIT HEIGHT 1 !� EXTERIOR vul WOOD FRAMING OTHERS ON NOTE 2, SHT. 1) 1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE Robert..A=o ,P.E. FL P.E. No. 49752 C a ANCHOR VARIES MIN. EDGE DIST. SEE ANCHOR VARIES SEE ANCHOR 1B SCHEDULE SCH DULE SHE 1 SHEEF 1 a. . ° e n ' a ' d ° IN EMBED. VARIES SEE ANCHOR SCHEDULE SHEET 1 EXTERIOR INTERIOR 3/4' MIN. EDGE DIST. 17 b10 FIAT HEAD -I WOOD SCREW 1 3/8- MIN. EMBEDMENT I p5 SECTION L SECTION K NQU, SEE SECTION B ON SHEET 3 ILOM SEE SECTION C ON SHEET 3 F FOR DETAILS NOT SHOWN. OR DETAILS NOT SHOWN. a MIN EMBED. VARIES L�- SEE ANCHOR SCHEDULE SHEET 1 a. . 18 ANCHOR VARIES SEE ANCHOR ,VARIES SEE ANCHOR SCHEDULE SCHEDULE SHEET 1 SHEET 1 .SECTION JJ NOTE: SEE SECTION A ON SHEET 4 FOR DETAILS NOT SHOWN. P.E. 1 BILL OF MATERIAL DESCRIPTION 1 1 7415 FRAME WHITE RIGID PVC MIKRON CO. 2 7316 PANEL WHITE RIGID PVC 3 7415.1.2 EXTERIOR THRESHOLD FRAME AL 6063—T5 INDALEX 4 7415.1.4 INTERIOR THRESHOLD FRAME AL 6083—TS INDALEX 5 7415.1.1 FRAME REINFORCEMENT AL 6063—T5 INDALEX 8 7316.1 PANEL REINFORCEMENT AL 6063—T5 INDALEX 7 6177 GLAZING BEAD WHITE RIGID PVC MIKRON 00. 8 6152 SETTING BLACK PLASTIC INDALEX 9 ---- HOPPE MULTI —POINT LOCK SET --- HOPPE 10 ---- 1' OA INSULATED LAMINATED GLASS (SEE DETAIL THIS SHEET) GLASS CARDINAL 11 8754979 GUIDE HINGE STEEL HOPPE 12 12001 0.650' HIGH WEATHERSEAL (ODS-650) WNYL AMESBURY 13 D995 SIUCONE GLAZING SIUCONE DOW 14 8034 ASTRAGAL WHITE RIGID PVC MIKRON CO. 15 80 .1.1 ASTRAGAL REINFORCEMENTAL 8063—T5 INDALEX 16 PURCHASE WAD BEARING SHIMS NOT SUPPLIED BY MANUFACTURER CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER --- —_— 17 PURCHASE g10 WOOD SCREW INSTALLATION ANCHOR (SEE ANCHOR SCHEDULE SHT. 1) STEEL --- 18 PURCHASE 3 16' TAPCON OR ULTRACON INSTALLATION ANCHOR SEE ANCHOR SCHEDULE SHEET 1 ITW OR ELCO 19 I ---- I go X 2' FAT HEAD SCREW STEEL 20 ---- g10 X 3/4' FLAT HEAD SCREW (ITEM USED BUT NOT SHOWN) STEEL 21 ---- g8 x 1' FLAT HEAD SCREW (4 EA. HINGE) STEEL 22 ---- g8 X 1' WASHER HEAD SCREW STEEL qESLD B754931 SET HINGE STEEL 24 02404 'J' CHANNEL STIFFENER (FULL LENGTH) STEEL 25 875274J SHOCTBOLT STRIKE PLATE (DOUBLE DOOR) STEEL ip 1" O.A. INSULATED GLASS CONSISTING OF: EXTERIOR — INTERIOR 3/16' TEMPERED EXTERIOR GLASS; \ 0.473' AIR SPACE WITH CARDINAL SPACER; / / 13 1/8" ANNEALED, 11� 0.090" SENTRYGLAS BY DUPONT. 1/8" ANNEALED INTERIOR GLASS 7 I I i GLASS BITE (LAMINATED BY CARDINAL) a a P Z o N Z 0 OF FwF�{ 5 W 3 U I ha W � <g ti 0 MIX 0 m 20 Robert J. Ammo, P.E. ' FL P.E. No. 49152 7415 PVC FRAME TYP. WALL THICKNESS 0.080' 5.643" 'F4h1.]15' 2.840• ' 7415.1.1 @FRAME ALUMINUM REINFORCEMENT TYP. WALL THICKNESS 0.080" 2,34�7" —1 6 �I LII 49" 687" 02404 24 'J' STEEL CHANNEL STIFFENER TYP. WALL THICKNESS 0.050" L � o.soD• 9 D.aoo' T__ �_ 0" O2 7316 PVC PANEL TYP. WALL THICKNESS 0.080" 4.875" -I o�CJ -f �y 1.781 I I__II 4.250- -"y 7316.1 @ PANEL ALUMINUM REINFORCEMENT TYP. WALL THICKNESS 0.080' LF— 3.570• 8784127 LATCH AND DEAOBOLT STRIKE PLATE TYP. WALL THICKNESS 0.10• r-- 8.82• �i 1 odoOa 1.30" @ 7415.1.2 EXTERIOR THRESHOLD ALUMINUM FRAME TYP. WALL THICKNESS 0.080' 3.461" --�_L 0.970' 8034 14 PVC ASTRAGAL TYP. WALL THICKNESS 0.080' 2.188" 0.970' J_ 3. 331' 11)SET HINGE 8754931 J GUIDE HINGE 8754979 I 0.5g" �� -k II — 1.99' y —j— 1.99" 3171' .84' 4" L DOOR GEAR Og HOPPE MULTI -POINT ACTIVE TOP ACTIVE TOP 1" DEADBOLT LOCK SET 8'0 EXTENSION 6'8 E%TENSION �r 8778331 8779195 8779031 - � ! - - - INACTIVE DOOR GEAR 1997447 MOTIVE TOP INACTIVE TOP - - - - - - — EXTENSION 6'8 EXTENSION llm; 11778459 8779043 7415.1.4 THRESHOLD ALUMINUM FRAME WALL THICKNESS 0,070' 8034.1.1 ASTRAGAL ALUMINUM REINFORCEM TYP. WALL THICKNESS 0.080' CI lI�]6G' — 1.541• j 8752743 SHOOTBOLT STRIKE PLATE (DOUBLE DOOR) TYP. WALL THICKNESS 0.080' .2 z 3.25' o_L � [t] �N_m 1.42• W n FL a ti z�q 6y ff r. ALF Product Evaluation Report Date: July 18, 2012 Report #: 2123 Report Revision No.: 0 Project #: 412-0705 Product Mfg.: Jeld-Wen Inc. 3737 Lakeport Boulevard Klamath Falls, OR 97601 Product Description: Premium Atlantic Vinyl Outswing Single (3100) and French (3400) Doors — LMI & SMI Product Category: Exterior Doors Product Sub -Category: Swinging Exterior Door Assemblies Compliance Method: Product Approval Rule 9N-3.005(1)(a)—Certification Mark or Listing Prepared By: RobertJ. Amoruso, P.E. Florida P.E. No. 49752 PTC Product Design Group, LLC, PO Box 520775, Longwood, FL 32752-0775 Florida C of A No. 25935 CERTIFICATE OF INDEPENDENCE PTC Product Design Group, LLC and Robert J. Amoruso, P.E. do not have, nor will acquire, any financial interest in the company manufacturing or distributing product(s) covered by this Product Evaluation Report. PTC Product Design Group, LLC and Robert J. Amoruso, P.E. do not have, nor will acquire any financial interest in any other entity involved in the approval process or testing of the product(s) covered by this Product Evaluation Report. PTC Product Design Group, LLC P.O. Box 520775 — Longwood, Florida 37252 Phone:321-690-1788 Fax:321-690-1789 FBPE Certification of Authorization No. 25935 Project No.422-0705 Product Evaluation Report No. 2123, Rev. 0 No 49752 STATE OF Robert J. Amoruso, P.E. FL No 49752 Page 1 of 4 Pit '`„ rim SCOPE Evaluate Jeld-Wen Inc. Premium Atlantic Vinyl Outswing Single (3100) and French (3400) Doors — LMI & SMI for conformance to the 2010 Florida Building Code — Building and Residential Volumes including the High Velocity Hurricane Zone (HVHZ). The engineering analysis (Reference 3.a) determines the anchorage of the product to the supporting substrate and the product evaluation report (this document) summarizes 2010 FBC compliance verification and appropriate Limitations and Conditions of Use. DESCRIPTION OF PRODUCT- INSTALLATION REQUIREMENTS See Reference 1 for a description of the product, its installation and other pertinent data related to its approved use. CODE CONFORMANCE This product is designed to comply with the 2010 Florida Building Code (FBC) requirements including the High Velocity Hurricane Zone (HVHZ). The 2010 Florida Building Code (FBC) and 2010 Florida Residential Code (FRC) requirements specific to this product that have been met by testing (Reference 2), engineering evaluation (Reference 3.a) and depicted on the installation drawings (Reference 1) are the following. 1. Florida Building Code a. 2010 Florida Building Code (FBC), Building Volume i. 1715.5.3 Exterior door assemblies ii. 1715.5.4 Anchorage methods iii. 1606.1.2 Opening Protection iv. 1626 High Velocity Hurricane Zones - Impact Tests for Wind -Borne Debris v. 2411.3 Doors and Operative Windows in Exterior Walls - HVHZ b. 2010 Florida Building Code (FBC), Residential volume i. R612.8 Exterior door assemblies ii. R612.10 Anchorage methods iii. R301.2.1.2, Opening Protection iv. R4403.16 High Velocity Hurricane Zones -Impact Tests for Wind -Borne Debris v. R4410.2.3 Doors and Operative Windows in Exterior Walls —HVHZ Laminated glazing interlayer material requirements meet the 2010 FBC in accordance with Miami -Dade Notice of Acceptance No. 11-0624.02 (Reference 5.a). PVC framing material requirements meet the 2010 FBC in accordance with Miami -Dade Notice of Acceptance No. 11-0830.09 (Reference 5.b). PTC Product Design Group, LLC Project No. 412-0705 Robert J. Amoruso, P.E. ps2ffl,' 0 a Phone: 321 690-1788n�ood, Florida 322--690-1 89252 Product No 2123, Rev. DReport �Lge f FBPE Certification of Authorization No. 25935 LIMITATIONS AND CONDITIONS OF USE This product evaluation contains or makes reference to specifications, technical details and installation details and/or methods that pertain to the proper use and/or installation of the product specified herein. Specific limitations and conditions of its use including but not limited to the following are contained in Reference 1 and are the subject of Product Approval in accordance with the State of Florida Product Approval Rule 9N-3. • Design Pressure Rating (psf) • Installation restrictions. • Installation substrate requirements. Product description. • Installation anchor requirements. • Product components. QUALITY ASSURANCE This product is manufactured under a quality assurance program audited by an approved Certification and Quality Assurance Entity National Accreditation & Management Institute (NAMI) as required in Rule 9N- 3.005(3). See FBC Organization No. CER1773 and QUA1789 for approval under Rule 9N-3. APPLICATIONS/INSTALLATIONS OUTSIDE THE LIMITATIONS AND CONDITIONS OF USE Rule 9N-3.005(1)(e) states "Rational engineering analysis cannot be used in lieu of a standard test required by the Code for approval of products within the scope of the standard, except that project specific approval by the local authorities having jurisdiction in accordance with alternate methods and materials authorized in the Code." Any modification to this product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. As allowed in Rule 9N-3.005(1)(e), a project specific approval by the local authorities having jurisdiction may be used given an appropriate rational analysis is conducted and deemed acceptable to the local authorities having jurisdiction. PERFORMANCE AND TESTING STANDARDS Reference 2 conducted testing to the following standard(s). See Reference 3.b for Equivalency Evaluation of test procedures to the 2010 FBC/FRC. 1. TAS201-94, Impact Test Procedures. 2. TAS202-94, Criteria for Testing Impact & Non -Impact Resistant Building Envelope Components Using Uniform Static Air Pressure. 3. TAS203-94, Criteria for Testing Products Subjected to Cyclic Wind Pressure Loading. PTC Product Design Group, LLC Project No. 412-0705 Robert J. Amoruso, P.E. P.O. Box 520775 —Longwood, Florida 37252 Product Evaluation Report 3� p Phone: 321-690-1788 Fax: 321-690-1789 No. 2123, Rev. 0 FBPE Certification of Authorization No. 25935 �-- ri &.. REFERENCES & SUPPORTING DOCUMENTS 1. Drawings: a. JELD0104, Original Release, dated July 18, 2012, signed and sealed by Robert J. Amoruso, Jeld-Wen Inc. Premium Atlantic Vinyl Outswing Door (3100) — Large Missile Impact — Installation Anchorage Details. b. JELD0105, Original Release, dated July 18, 2012, signed and sealed by Robert J. Amoruso, Jeld-Wen Inc. Premium Atlantic Vinyl Outswing French Door (3400) — Large Missile Impact — Installation Anchorage Details. 2. Test Reports by National Certified Testing Laboratories: a. NCTL-210-3218-1, dated May 11, 2006, Premium Atlantic Vinyl Outswing Door (3100). b. NCTL-210-3217-1, dated March 08, 2006, Premium Atlantic Vinyl Outswing French Door (3400). 3. Reports: a. PTC Report No. 2124, Rev. 0, Anchorage Engineering, for Jeld-Wen Inc. Premium Atlantic Vinyl Outswing Single (3100) and French (3400) Doors — LMI &SMI, dated July 18, 2012, signed and sealed by Robert J. Amoruso. b. PTC Report No. 2123-EER, Rev. 0, Equivalency Evaluation to the 2010 FBC for Jeld-Wen Inc. Premium Atlantic Vinyl Outswing Single (3100) and French (3400) Doors — LMI & SMI, dated July 18, 2012, signed and sealed by Robert J. Amoruso. 4. Florida Building Code: c. 2010 Florida Building Code (FBC), Building Volume i. 1715.5.3 Exterior door assemblies ii. 1715.5.4 Anchorage methods iii. 1606.1.2 Opening Protection iv. 1626 High Velocity Hurricane Zones -Impact Tests for Wind -Borne Debris d. 2010 Florida Building Code (FBC), Residential volume I. R612.8 Exterior door assemblies ii. R612.10 Anchorage methods iii. R301.2.1.2, Opening Protection i. R4403.16 High Velocity Hurricane Zones -Impact Tests for Wind -Borne Debris 5. Material Certifications a. DuPont SentryGlas® Interlayer, Miami -Dade Notice of Acceptance No.11-0624.02. b. Mikron Industries Inc. White Rigid PVC Exterior Extrusions for Windows and Doors Notice of Acceptance No.11-0830.09. PTC Product Design Group, LLC P.O. Box 520775 — Longwood, Florida 37252 Phone:321-690-1788 Fax:321-690-1789 FBPE Certification of Authorization No. 25935 Project No. 412-0705 Robert J. Amoruso, P.E. Product Evaluation Report FL No 49752 No. 2123, Rev. 0 Pa&e 4 of 4