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HomeMy WebLinkAboutSUBMITTED PAPERSALL APPLICABLE INFO MUST BE COIF, 1.TED FOR APPLICATION TO BE ACCEPTE(, // Date: LP JJ ' /-' ' SCANNED Permit Number: 167 C0 • Q�i� BY St. Lucie Coun(v RECEIVE® Building Permit Application JUN 15 2015 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 Residential PERMIT APPLICATION FOR: 4ddli !'PROP„OSED IMPROVEIVI'ENT°LOCATION, Address: L 00'l o p i1 LL(` Legal Descri tion: O DY}'' 'i ' ES S �! U SE 0 L ars S/ /97 MA /- /'!//F/�% (0,S A - Aasasr= �0� ��o-a5�l- 36g6-aogy 3'70S--2�a Property Tax iD #: 1,3 1 3 - J 0d - 0 0 2!� - 0 00 - 0 Lot Nos-nOLS/8 Site Plan NameI::�!! Block No. Project Name: & go/ wl� Y r/� qc-s � Setbacks Front o75r Back: J$ I Right Side: 7�2 1 Left Side: 712 Ar`.,;-ezeWaV q,Qedt /701/f/ ISTj;L002 uv,N� /�-�0�1� -214-rtl cr ZN FL00A_ AeAr-oovyt Q �tif�roO✓y/ CONSTRUCTION INFORMATION'% Addi ona wor to orme d under this permit- check a apply'. VAC Gas Tank ❑Gas Piping / _Shutters endows/Doors Electric _Plu'mbin aY�IISprinkle%dr 0Generator u J Roof �¢ Total Sq. Ft of Construction: 0I to � . Ft. First Floor: hder- Y 60 / p Q� "��U / III Cost of Construction: $ 1 000 II Otilities: Sewer Septic Building Heig t: 7 OWNER/L'ESS Et: �,.,� ',CONTRACTOR�i,; _ Name RRIACFn QEE/t� MIA Y J p� Name: Address: lD! LDOk C%tT Cr Company: __� City: F! 10/E1�Cf= Zip Code: 74 95/ Fax: ' " Phone No. 7 7� - 6 6 6 -- 2IL9 State:Q_ Address: City: State:_ Zip Code: Fax: Phone No. E-Mail: f / (a OL,CD/11 Fill in fee sim le Title H Ider on next page ( if different from the Owner listed above) E-Mail: State or County License: If value of construction is $2500 or more, a RECORDED Notice of Commencement is requireci. SUPPLEMENTAL CONSTRUC LIEN LAW INFORMATION; DESIGNER ENGINEER: _Not Name: N Gj Applicable i cF MORTGAGE COMPANY: _ Not Applicable Name: Address: = I S STE l Address: City: Zip: �0/ Phone:�g (o �a40 /6 .3 City: State: Zip: Phone: FEE SIMPLE TITLE HOLDER: _ Name: Not Applicable BONDING COMPANY: _Not Applicable Name: Address: Address: City: City: Zip: Phone: Zip: Phone: 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 con tlict with any applicable Home Owners Association rules, bylaws or and covenants 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 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 vour Notice of Commencement. STATE OF FLORIDA . ;...... COUNTY OF The forgoing instrument was acknowledged before N this1�dayof 20/S'by�w 3g � (Name of person acknowledging ) jl a (Signature of Nota Public- State of Florida -) Personally Known Pr uced Identification Type of Identification Produced �� . C � • C: - Commission No. V (Seal) Revised 07/15/2014 s Signature of Contractor/License Holder STATE OF FLORIDA COUNTY OF The forgoing instrument was acknowledged before me this _ day of (Name of person acknowledging) 20 _by (Signature of Notary Public- State of Florida ) Personally Known OR Produced Identification Type of Identification Produced Commission No. (Seal) REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE COMPLETE INITIALS PLANNING & DEVELOPMENT SERVICES DEPARTMENT Building & Code Regulations Division 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 FILLED LAND AFFIDAVIT I, the undersigned, am the owner of the following described property, 4In1� I (Parcel Id#/Legal D OIkouT C, for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, and in accordance with Section 7.04.01(1)), St. Lucie County Land Development Code, I shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. ap AAA . / Property Owner 14ame (Please t) Property Owner S' lat n STATE OF FLORIDA, ACKNOWLEDGED BY SLCPDSD R"iud 04/11/2011 ME THIS IS: DAY OF 4111'ru WHO IS PX' NUMBER Date KNOWN TO ME C-) OR WHO HAS IDENTIFICATION. % pnAw�" � 3 W000 meW'.S30I.W z60'1� W SMty �yHawn� PLANNING & DEVELOPMENT SERVICES DIVISION BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Ave Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY Mary J Peery will be using the following sub -contractors for the (Company/In vi Tdl`NIame project located at o14 L v o k 0 a Ir C-r FP FG y715 (StrckhaddressmpProperty Tax 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 G1 r e,G✓ Plumbing r �{r HVAC/� Mechanical Roofing � g�e f V P Gas OFFICE USE ONLY: PERMIT ISSUE DATE: NUMBER: PLANNING & DEVELOPMENT S.FRVICES Wilding & Code Compliance 1. Sion BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): have agreed to be the (Company Name/Individual Name) �/L7tiL?�x.Q sub -contractor for (Type of Trade) (Primary Contractor) forthe project located at O (Project Strei LoolrD(ev c, (=t/'1t XeL _?i., S/ 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 QUALMER (Name ofthe Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Address: LOD O c/ r �- City/State/Zip: T Pi// Phone: 71,2 �� toZ/`7// R. email: )J1 eer 09&1Aac . eo/LI 4ALI� -/S� STATE OF FLORIDA, COUNTY OF THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS Aj7fAY OF 20_ BYam e WHO IS PERSONALLY KNOWN —OR HAS PR UCED loke AS ffNTMCATIO fJ (STAMP) SIGNATURE OFJNOTARY PUBLIC ij PRINT NAME O NOTARY PUBLIC OFFICE USE BUp DDB HUMPHBEY MEXPIRESSMaf h6 20192 gonded,n^�N°lx/Pub PLANNING & DEVELOPMENT SERVICES Wilding & Code Compliance l sion BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): have agreed to be the (( � m, r • � sub -contractor for _ (Type of Trade) (Primary Contractor) for the project located at L110 q too YOt(r Cr (P aiect� IStreet-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 ofthe Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Address: City/State/Zip: Phone: Lf /o y LL'ol�o�r c l_ r p/E2c� r� y9� �7 -7 -' 46� 21'lq email: i,,,nPerv//79/0 ADZ-, Ca,/ 4-4L 40MTiN DA STATE OF FLORIDA, COUNTY OF THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS,/) DAY OF 20LJ__ BY £' WHO IS PERSONALLY KNOWN OR HAS UCED ASCATIONFtz, � (STAM) i 1)SI AT O OTARY PUBLIC U - l PRINT NAMVOF NOTARY PUBLIC OFFICE t •A: v�,t AUDREYB.NUMPHREY r MY COMMISSIONtlFF'174i72 .I ?far EXPIRES; Maroh s, 2Dtg: ��""� a0"� taryPublb UMerµd�ers PLANNING & DEVELOPMENT SERVICES p3uilding & Code Compliance 1 ision BUII,DING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): m Ar2 q J (Company have agreed to be the Q) it C. A (Am, , (&,L. sub -contractor for _ (Type of Trade) (P ' mn ary Contractor) for the project located at 7 l D Y LOOS/ q u T G% Sfe3�ddKVor 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 ofthe Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Address: City/State/Zip: L-o O GC )/�2c Phone: -2l if ?email: lr !—YifZ XB' � a r� •OYV 1 •�' • .H4 STATE OF FLORIDA, COUNTY OF •^'/ THE • ' • I INSTRUMENT 1 BEFORE M1 '1 DAY • ' /OI �t.i� I By MATO, -i AS WNTMCAT'ON WA d IIJ AA SIGNATURE OUOTARy PUBLIC RYPUBLIC Ji PRINT NAMEJOF1 OFFICE USE AUDREY & HUMPHREY MEXPIRES MaichP6 P019z Bonded Tbiu Notary PebinUndemdtere PLANNING & DEVELOPMENT SERVICES Wilding & Code Compliance ]I sion BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): (Company have agreed to be the ` 4 sub -contractor for (Type b� (Primary Contractor) for'theproject located at T/D4 Loo`oq r CT Nreq&gdres_s or Property Tax M 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 ofthe Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Address: � / O L DO Lp,.e 7 City/State/Zip: F7— P1 E12C-C FL I C/ Phone: -7 7Z 7 t0 /O Z l T 9. email: M G/ l 0 / �l STATE OF FLORIDA, COUNTY OF THE FOREGOING (INSTRUMENT WAS SIGNED BEFORE ME THIS •L�SAY OF 20� BY 0 4 V C e Cy WHO IS PERSONALLY KNOWN _ OR HASP DUCED d-t < AS )IDENTIFICATION. I (STAMP) wiz tm� SIGNATURE OF OT RY PUBLIC ,,ii ,PRINT NAME OF NOTARY PUBLIC " OFFICE AUDREY B. HUMPHREY My COMMISSION MaarchF6 2019 Bonded That Notary Public Underwriters Planning & Development Servics Department Building & Code Regulations 2300 Virginia Avenue Fort Pierce, Florida 34982 (772)462-1553 OWNERIBUILDER 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 I laws, ordinances, building codes, and zoning regulations. I Initial ✓ I understand that the building official and inspectors are not there to design or give advice on how t 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 liable f r cost of the license. Initi 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 related di I cost, which could include loss of wages during recovery from their injury. Initial To qualify for this exemption under this subsection, an owner must personally appear and sign the building permit application and initial the above. I hereby acknowledge that I have read and understand the above disclosure statement and that I further understand that any violation of the terms of the owner/builder exemption shall be reported by the Building.and Zpning Dep t to the Florida State Department of Professional Regulation. Signed and acknowledged on this day of of 20 1467 Owne�Signature STATE OF FLORIDA COUNTY OF The foregoing hist—r m was cknowledged before me this day o 20/ b 04 who is personally to me, or who has produced s • entification. he Tgnature tNag Typ r Print Name of Not eal)Title: Notac Co fission Number p00REr o wmptse, 74 SLCPDSD Revised 05/15/2014 +' • tQ`t CpMM1SS10Pl p F6 �2019 MEXPIRES:MPI��,curdervn�s u,^h; � TF:u No1N7 Planning & Development Services Department Building & Code Regulations Division 2300 Virginia Ave Fort Pierce, FL 34982 772-462-1553 Owner Builder Affidavit — Electrical Contracting DISCLOSURE STATEMENT F.S. 489.503 (6) EXEMPTIONS State law requires electrical contracting to be done by licensed electrical 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 electrical contractor even though you do not have a license. You may install electrical wiring for a farm outbuilding or a single-family or duplex residence. You may install electrical wiring in a commercial building the aggregate construction costs of which are under $75,000. The home or building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease more than one building you have wired yourself within I year after the construction is complete, the law will presume that you built it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as your electrical contractor. Your construction shall be done according to building codes and zoning regulations. It is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. Failure to do so may result in a liability for you! To qualify for this exemption under this subsection, an owner must personally appear and sign the building permit application. I hereby acknowledge that I have read and understand the above disclosure statement and that I further understand that any violation of the terms of the owner/builder exemption shall be reported by the Community Development rDirector to the Flor t . State Department of Professional Regulation. Signed and acknowledged on this day of (� , 20 45 _ OWNER/BUILDER SIGNATURE STATE OF FLORIDA COUNTY OF The foregoing instrument was acknowledged before me this_14day o , 20 �� by " ri L� e , who is personally it o _ to me or has Title: Notary Public SLCPDSD Revised 7/23/2010 name Commission Number St. Lucie County Owner Builder Affidavit -Electrical Contracting as •t :+''°$ A IOREY O. HUMPHREY MY COMMISSION 0 FF 174772 EXPIRES: March 6. 2019 ri.. Bonded Thnf NOtarl Pehl'c Urderenlers Nov .19.2015 01:57 PM NP", 772 E,"Q.5223 PAGE. 1/ 11/19/2015 13:42 7725Si>, KSM ENGINEMING PAGE 01/03 °eld �� y6� -ivY.> KSM KELLER,, SCHISICNEM & MacWILLIANI ENGINEERING AND TESTING, INC. MArtrlN+;P2) W-t7t6 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBA"AN Ir72) sacs-0712 PALM ee'ACk (861)'M4 740 www-wiengl""AMp,not MMOMME IZ21) 708.8488 PAX {gel) 845.0070 E-Wll: KSMOKSMr:MQIN6CRIMME7 8t Luols (772) Mfl w98 C,A,;;,64 3, PAX (772) 688,0488 November 18, 2015 KBC of Indian Rlver, lnc, 2063 U.S. Highway 1 . VewSeach, FL 32980 ite; 4104 Lookout Court peml't# Ft. Plome, Florida PertniM. KSM Projeat 9: 182526-1d Dear Sic 5-LC -/So6- b3-6d Enclosad, piepsBe find the nuclear d'sns)ty test results performed on the footers at the above referenced project. Showed you have any quesfions, please feel free to onniact us. kbakerakeithbakerconstruCtion,cam Ronplg P. Keller, PM,; 37203 / 84 61o, No,: 000 1 Jullo E. Koller, AM: 6066 2 1142vhlex Tmn - — 80551 I -tiZFF,R.�P�+lb`m Fitt Fl.5372'33 - - N'- � S� • s.^ �=4Cy 3�e. . „gy.gB6i ]:t%:.::d. . � ' , � Cla�r.+T�K f�tsaisa" _--•--�� ., - - � e�pvµnnrct4m©?o,'tf� I •t. vnai,ruiw m ais;min gpustrenac M�-S�-- Ya 805515 F G i 1 s IrWri atpoa mw b' t LQTV p Y6 bC � ryY. G L0 kd' _ e ,4e,pt)tOxaL RAMADDW To nal mTx. LL_,,,,, auc otee.e+h .rrxeleau y[Rs aT1t-, ,9] - y'� `nkn"1J A.-�. `- - tv i t Yz-1~ n,c �?v.2>S£..4E 5 r ` I '?•' y-j$.0 - �tP.S1 Pam'-'yey'3. �6.00 03f2H/26� _ mil. _ - .,k"�:nY.TCtC K.S:FF"t"f �t`c 3 -ter iC85 .3 13.r1939 s c LQA Lo -oat G AtF :'.f• .K-•T£fERKE .. �.xvERGTOE_' omEe y;04e .. • ". �. TWA.. ` -141ke - Del9aeo' _i:.n 4.69. La3kai•= Ct .. ..: - - r 8t 17 .Ji raawnrw _ ' 61 -H. 50.)1 � • - id y., t.+i-. C� ,2 . F'llit 3JF RGc aA ' -.40HD PSFN+ lRLT TRGc4I PG' ty�gj `' fq+G.3` -I� t-£.ul'IRG 0 Gfl • ` j': ;•30+=`•D . EtiV oa� FUEL b".}ACHil r . .. .. 2 . . ! � - N r 1/ La• - .. 1.� a Wawr tt ove bs. TY TOTAL to J � . x . v - c� . - V :Y i 1142 Watw To,! # 1, Lake Perk FL 33403 atkcl-M 484-qm I Ftr.58i.w.i1m Sel! Em Hon40Maba Dbpat : Sal-M4-qm4 r C4gW Ao t ohl lon a 1IPOPPRO 835990 Cr Teem ❑vq 3NYA. IUI :faUaytl C*r Te ❑ ve. No L0T 4 W.nGem ya A.Q'W C go wue b TA by tr1A btl a p• - mssmomO�eoR VA! a WAl1NINe IRWFAibN TO THE Mol A10 EVE- Cn�ta aww lNq.dsamu.Mmyue. lln aeay.AKH eniap an aaw�a.a� AeCfI1N1AL WAT1A AeAam Da see sa Dw s1Rlf/10E pKOIDMiIa)t a�'yy� uaa warMgwn we.auo m.e ao.awa et .9r�1 m..pv4 KieD Wtlm CM+CneRwtlf a W Raem[ua '�Y1rMiTATER IOU[D a magi s�v ea~awaN.' . CV81gfp/f OWa NIA. /JAT - l03 154 Oa ' 10 0 4000 REO 3.00 . 01/07/16 1 45 �'bURNERSTONE CONCRETE/SLAKE J .R. —11939 410044 Lookout Court **FIBER** IND SLABS 'Willie Rios PGSM.i4Y.S North FP - 710E AM 10.00- 10.00 20.0 400 40M RECi Yd . 1. 00 16.00 I. FIBERR FIBERS — PeHtl-n 1e as 1. ee 0. 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D1SD0 ENVIROWENTRL DIS L Cl1ACtiRRS"c j 1.00 0. 2 f FUEL •e + R 113i i i .vrwraneasme e� �" � TerAt� _ i AN VUP Water Tower Road, Lake Park FL 33403 Ot¶C¢ 1-a77.484-8994 1 Fax: 561 844-7102 South EEst Florida Division Dispatc• 61.844�9994 1 Control ploda Division Dispatch 4117.339-5311 Caruem Tscted G7 Yea Nn �� t.C3T # 787278 - , to tt3;o.+d 4L WATER ADDED To THIS ItLl1WTY=6MUArry WATTEER ADDDED is 7}�9Toagag owl; RRMKK-- j may. TWMTr fs.ocn a Tr;u`cr. r roan cve 3.091 u.c �tffii30 i•rf2Pirt .1....,=- `rox f 107 24056471 112.. 0157 t-- ue _: ai>aa9 loots err yolero " c0pNErasratue coleus tras David L+1Dntt Dsjrn t1'(Lliczi<' __—_-. ..r- _`(r"wrdai""«..---� 4104 Lookout .Ctt _. �,-,�,_."„..�...—�— - 1 sr•i.. i. PM.. Fri; 4't ti$i D... • 4 ..•a •. qq/•IIYhh e��a• fi • • Y ,. • Y • " RG i'ryM�W[i(�i'f Yd 0,th>' E(dV7(?r E1�1rJt({�ihti+#t'ITrI DY PO �� 1.00 # G. flil a FUEL Cur{CFIAROC CshirIZT t-rr'+l) ate .,rr ,-- l�N.r^�`s: t �r„� �'Yu sGrria'1 T Y�aoi�'�dasi:: (.vjn wt..u.li' n f»'✓ rFw cod, �9�ra"� 6arne4n to +nY asfl.srre4 uycM }r'I ENSfr.D4 Tri'iT`: iUTiilli 't;ti Ct"1t11URS I- ... 'r --- - , � 11i1lll�illljllllc��i�l�Q�1�11l� t 142 ftteF TOWDP Road, cD pu77x.FL 33403 837628 0#0: 1.977'4s4.99W / fete$51444.7101 w> st uaminoCe -mol F*IUOtYWOn D13patch:50i•94 2994 1 Cant"LOTt�a OMaton plcpatch: Ap7.33p-5311 Roqu�t CansrEta Tej*d Glyn n Na a" to W9 101 CYNrxksm Turin j'J yea Ow ... ..,------^-,^gals. to 2l3W ete, to 113 loi Catwr.. WARNIaDO IRRRATION TO THE 6KtN �RN.0y EyE9 A-UMONAL WMA ADORDTO TIM MdT aE9FONlIeLR FOIL ..__ not, now fit•"E.1 . i.3'r...m rya CONORETE WILL Via.. W &a A ADDED I 10 1.. 00 1.00 10.00 pn�r pp0apa TAtWN. H2a wz 64 179 10.0 4000 RRPM 9A,a ORNERSTDNE CONCRETE/BLAKt- J TBEAM CT. MARTIN i 11.00 4055001 4000 ' RPM 0.00 ENVIRO ENVIRONMENTAL DI1 0 00 g FUEL SURCHARGE 0.00 SAT SATURDAY DELIVER dwnM& W My ea ea ly dfi s.0� ez7ae�a11 vna+ecTa11939 Jacques Willis 11127 AM suwwn TAX TOTAL ` RECEI\,'rD APR 072016 PERMITA! ISSUE DATE 5aC-o 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): (Type of Trade) For the project located at Sub -contractor for !L (Primary Contractor) Street Address or Property Tax ID #) 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 REQUMED Business Name: Address: City/State/Zip: Phone: �ATURF STATE OF FLORIDA, COUNTY OF PRINT NAME DATE 0> <CIA4j THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS 1 DAY OF Q J 6 N 20'� BY WHO IS PERSONALLY KNOWN OR HAS ' PRODUCED AS IDENTIFICATION. DEANNA GIVENS , Notary Pub�ifiTRIIIxjI Florida �- .q, q,n •r. �. \ V e.Y` 'J - �•• .; My Gomm. EXpnes Dec 16. 2016 PRINT NAME OF NOTARY PUBIS �,, • - ' �= Commission # EE 858761 SIGNATURE OF N TARY PUBLIC Bonded Through National Notary Assn. SLCPDS: 08/06/2014 PEST MANAGEMENT, LLC 772-473-0132 NOTICE OF PREVENTATIVE TREATMENT FOR TERMITES (as required by Florida Building Code (FBC) 104.2.6) xA\oq Address of Treatment or Lot/Block of Treatment Sco-rr, aphz#nSwn Iq-7 Date Time Applicator/I.D. Number Nlu,� 9c(' ' ld as Product Used Active Ingredient Number of Gallons Applied Q.c7l� �6 215-0 Percent Concentration Area Treated (Sq. Ft) Linear Feet Treated State of Treatm t (Horizontal, Vertical, Adjoining Slab, Retreat of Distributed Area) SOSPM •, 1 11/19/2015 13:42 77258964V - KSM ENGINEERING PAGE 01103 Y.� KELLE�R1, SCH.LEICHER & MaoWILLIAM ENGINEERING AND VESTING, INC. MARTIN{�+• *-W ' P.O. BOX 78-1377, SEBASTIAN FL 329784877 SEBASTIAN (774 569.0712 PALM) MAWIfiSt) 845-7445 www.kemen&o9Ar&rtM MMSOURNE (321) MUM FAX {551)845.070 E Meil:KSMOKSMENGINSERINGMET ST.Wole(774229-0093 C,A -.:.S 3 FAX (?72) 6894468 November 10, 2016 KBC of Indian River, Inc. 2063 U.S. Highway f . Vero:Beach, FL 32960 Re: .4104 Lookdut Court Ft Plerce, Florida .. Permit.fk KSM Prol"M 162526-1d Dear Sic. Enclosed please find the nuclear density test results performed on the footers at the above.Wferenced project, Should you have any questions, please feel free to contact us. kbakerakeithbakerconstruction.com PA*d 4.1(ellei P.E.: 31293 / S(LIC. No.: 660 / Julie F. Keller, P,E: 68366 �11/19/2015 13:42 7725996467` KSM ENGINEERING ­_ PAGE 02/03 Ksm KELLER,,,SCNiti. l(� HP-R & -Mac.WILLIAM ENGINEERING AND TESTING, INC. t grtnisi M,21931-v . •p0BOX 78-1377, SEBATIN, FL32978-1377• 9EBASTIAN 1772) s89.0712 6-8408 PALM BEA*+tmal) 845r7445 wWwksmen0ineeitno-net MELSOU IVE (32n 789-OM -PAX (MI' 45.8876 E"Mail; KSM®KSMEN011ORRING.NET ST. S WCIE 1"%IT21589-640 ti.Ax StO FAX i778} 589-8409 SOIL COMPACTION REPORT ASTM 0 1557 and ASTM D 2922 DATE TpSTEO: Novemw 17, 2015 KSM JOB 0 152526-1d1BV/0 PERMIT>� CONTRACTOR: K8C of Indian River JOB LOCATION: 4104 Lookout Court Ft. Pierce; Florida MATERIAL: Light Broom and Grey Sand Mix ITEM TESTED: 1:00we -- ----------------------- " `TES1 i OCAiION - - DEPTH MOTS- PEN DRY ---------------- MAX. DRY PERCENT OF SAMPLE TURF READ DENSITY PROCTOR COMPACTION ...__.._»-- ----- -----------------. ----------VALUE--------. _. 1. S.W. 4" —12" 12,5 40 102.4 104.7 97.6 2. N.W. 9.0 45 104.E 99.9 3. N.E. 10.1 40 101.4 96.6 4. S.E. 10.8 40 100A 9519 Aolfeld 0. MLr, P.E,: 372931$1 Lie, No.; 880 / Julie E. Koeer, P.E.: 88365 NOTICE OF COMMENCEMENT Permit No. Llso , D�o��TaxFolio Nool-5/3-5 0a-0 o 97 000 "0 State of Florida County of St. Lucie The undersigned hereby gives notice that Improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. E] Owner information or Lessee informa ion if the Lessee contracted for the improvement: Name MAaL/ /0�X WAddress lf/0�4 6-0ly-0U1CT f^7 1[ GE L . Interest in property: Name and address of fee simple titleholder (if different from Owner listed above): 15-a)Al Contractor's Name: r/`"' N L' R r3 (A i t_ L) )L Contractor Address: Phone Number: nr>O Surety (if applicable, a copy of the payment bond is attached): Amount of bond: $ C, y' ;r_-' Z n Name and address: Phone number: V ; :•: r T. 9 c - Lender Name: Phone Number: �^ mt� 0 Lender's address: " 0 m( �0 Persons within the State of Florida designated by owner upon whom notices or other documents may be served as provided bySecth , o •< n 713.13(1) (a)7., Florida Statutes: ' a x Name:. .... .. _.._ _.... .. Phone Number: .. ... ._.....-_ .. _. _.,....:.._ . m ° m Address: -� i =• in In addition to himself or herself, Owner designates of to receive a copy of o Lienor's Notice as provided in Section 713.13(1) (b), Florida Statutes. Phone number of person or entity designated by owner: r5 r_ =r n Expiration date of notice of commencement: (the expiration date may not be before the completion of construction and final payment t n contractor, but will be 1 year from the date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIC IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR - IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IFYOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalty of perjury, I declare that I have read the foregoing notice of commencement and thatthe facts stated therein are true to the best of my kno edge and belief. (Signature of OwAr or Lessee, oredWner's or Lessee's Authorized Officer/Director/Partner/Manager (Signatory's Title/Office) The foregoing instrument was acknowledged before methis—Ifday 20/1� By row fP',P,,1sL4 as for ..... i'Ra"+'''• AUOREYB.HUMPHREY • &t4: a+; MY COMMISSION ff FF '' �a< EXPIRES: March 6, 2019 2019 �8f„th•" BundedThm NotaryPublic WMererllcra Name bf Person F 1py�,'TT Type of authority (e.g. officer, trustee) Party on behalf of whom instrument was executed. (Signature of N ry Public - State of Florida) V (Print, Type, or Stamp Commissioned Name of Notary Public) Personally known_ or produced Identification v /J Type of Identification produced�.X/(1C >, Clerk of Court - (77 162-6928 201 South Indian River Dr st ca Ave A.._ AT VIrcJjnia Ave _ J-24 0(' ca Rd ✓�_lll <I !0 0 J' J. MELHORN ARCHITECT, LLC Sept 18, 2016 St. Lucie County Planning and Development Services 2300 Virginia Ave. Ft. Pierce, FL 34982 RE: Peery Residence Addition 4104 Lookout Ct Fort Pierce, FL 34961 Permit # 1506-0262 Permit Comment Responses Comment: PLEASE SUBMIT PRODUCT APPROVAL AFFIDAVIT LISTING ALL COMPONENTS, AND REQUIRED ATTACHMENT, USED IN THE STRUCTURAL ENVELOPE OF THE PROJECT. Response: PRODUCT APPROVALS ATTACHED Comment: PLEASE SUBMIT 2 COPIES OF TRUSS MANUFACTURERS SHOP DRAWINGS. Response: CONTRACTOR PROVIDED Comment: ENERGY CALCS SHOW R-20 CEILING INSULATION REQUIREMENTS. BUILDING SECTIONS SHOW R-3010ENYNE. PLEASE CLARIFY. Response: ALL SECTIONS REVISED TO MATCH ENERGY CALCS. (R-20) Comment: PLEASE NOTE DAMAGE PROBABILITIES FROM WEATHERING AND TERMITES FROM TABLE 301.2(2) Response: SHEET A-11 REVISED TO SHOW DAMAGE PROBABILITIES Comment: PLEASE NOTE COMPLIANCE WITH FLAME SPREAD AND SMOKE DEVELOPED INDEX FOR INSULATIONS USED, PER SECTION R302.10 Response: ALL SECTIONS ON SHEET A-5.0 & A-5.1 HAVE BEEN REVISED TO SHOW INSULATION NOTE Comment: PLEASE NOTE COMPLIANCE WITH FLAME SPREAD AND SMOKE DEVELOPED INDEX FOR WALL AND CEILING FINISHES USED, PER SECTION R302.9.2 319 Clematis Street - Suite 214 - West Palm Beach, Fl. 33401 - 561-444-3070 J. MELHORN ARCHITECT, LLC Response: ALL SECTIONS ON SHEET A-5.0 & A-5.1 HAVE BEEN REVISED TO SHOW INSULATION NOTE Comment: ARCHITECTURAL PLANS (SHEET A2.0)... REMOVE REFERENCE TO "NEW GUEST HOUSE". REFER TO IT AS AN ADDITION. Response: ALL REFERENCES TO'GUEST HOUSE' REMOVED Comment: ARCHITECTURAL PLANS (SHEET A3.1) - REMOVE THE WORD "GUEST" FROM GUEST BEDROOM. Response: ALL REFERENCES TO'GUEST HOUSEREMOVED Additional notes: 1-CHANGED STEPS TO FUTURE POOL DECK FROM 4" EACH TO 6" EACH ON SHEET A-8.0 AND A-3.0 2-CHANGED WINDOW TYPES 3-ADDED ATTACHMENT INFO OF NEW ROOF TO EXISTING TO SHEET A-4.1 AND A-3.1 4-ADJUSTED OPENING PRESSURES TO SHOW NOMINAL, NOT ULTIMATE. Respectfully Submitted, J. MELHORN ARCHITECT, LLC. John M. Melhorn AIA FL Reg. # AR96127 319 Clematis Street - Suite 214 - West Palm Beach, Fl. 33401 - 561-444-3070 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 29284 - PERRY GUEST HOUSE Site Information: Customer Info: Keith Baker Construction Lot/Block: Address: 4104 Lookout Court City: Fort Pierce Project Name: Perry Guest House Subdivision: State: Florida MiTek USA, Inc. 6904 Parke East Blvd. ModelTaWfl-3 6104115om Name Address and License # of Structural Engineer of Record, if there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014f rP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighU Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 25 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. INo. Seal# Truss Name I Date No. I Seal# ITruss Name Date 1 IT7380664 —CJ1 8/31/015 118 IT7380681 IB07 8/31/015 2 T7380665 —WlA 8/31/015 19 T7380682 B08 8/31/015 3 IT7380666 1—CJ3 18/311015120 IT7380683 IB0913 18/31/0151 14 IT7380667 I—CJ3A 18/311015121 IT7380684 IB10 18/31/0151 15 I T7380668 I—EJ5 18131 /015 122 I T7380685 1811 18/31/015 1 I6 IT7380669 1-EJSA 18/31/015 123 IT7380686 IB12 18/31/015 1 7 T7380670 —EJSC 8/31/015 24 T7380687 IB13 8/31/015 18 IT7380671 I—EJ6B 18/31/015 125 IT7380688 IB14G 8/31/015 19 IT7380672 I`HJ4 18/311015 1 1 1 1 1 1 110 IT7380673 1—HJ5 18/31/015 I11 IT7380674 1—HJ5B 16/31/0151 112 IT7380675 IB01 18/31/015 113 I B02 18/31/015 14 117380676 T7380677 IB03 18/31/0151 115 IT7380678 IB04G 18/31/0151 116 I T7380679 I B05 18/31 /015 117 I T7380680 I B06 18/31 /015 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's 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, per ANSI/TPI-1, Chapter 2. `%14r n n urej�� %`,,PaUIN VF4 i�i )��.GElVBF�����. �182 ' 53 STATE OF 14J pz�i�s„O N A' �,% % %% Joaquin Vela PE No.68182 Mlrek USA Inc FL Cart 6634 6904 Parlor East 11M. Tampa FL 33610 Data: August 31,2015 Velez, Joaquin 1 of I Job Truss Truss Type Dty Ply PERRY GUEST HOUSE T/39WB4 I 29284 -CJI JACK -OPEN e 1 b Reference (optional) East Co65t TN6s, FL Pia., FL U946 7.wo 8 Ju12a 2015 WTex lnausVles, Ina. Man mg ga ee:au:al znr a pager ID:aaMr swTDojP9RdkPx3ihcyk7yE.FzVspFEJgwaTmV7scdTYmR5PnZmS7yY1Lx7uTjy100s -zna I fs.ro 1l-n-m . � 2-0e t-S10 Da-0 Scats-1:15.0 LOADING (pst) TCLL 20.0 TCOL 15.0 BCLL 10.0 • BCDL 10.0 SPACING. 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.28 BC 0.39 WB 0.05 (Matrix-M) DEFL. in Vert 0.01 Vert(TL) -0.01 Horz(TL) -0.01 (loc) /deb Ud 7 >999 240 7 "63 180 4 Na Na PLATES GRIP MT20 244/190 Weight: 161b FT=20°h LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-11.10 oc purling. BOT CHORD 2x4 SP I BOT CHORD Rigid ceiling directly applied or 10-0-0 or. bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP Nm3 be Installed during truss erection, In accordance with Stabilizer REACTIONS. (lb/size) 4=146/Mechanical, 5=204/Mechanical, 9=0/Mechanical, 6=65810-8-0 Max Ham 9=-163(LC 13), 6=146(LC 1) Max Uplift4=-150(LC 13), 5=-207(LC 13), 6=.393(LC 8) Max Grav4=77(LC 8), 5=120(LC 8). 6=682(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2391444 BOTCHORD 2-7=479/273 WEBS 3-6=-317/183 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsY BCDL=3.Opsf, h=15ft; B=4511; L=24ft; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; parch left and right VOL-1.60 1111111,�,' exposed; Lumber DOL=1,60 plate grip 2) This truss has been designed for a 10.0 pat bottom chord live lead nonconcument with any other live loads. %0111 `N pU)N �/� /, iF �j 3) • 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 between bottom BCDL= 10.Ops1. •.N oP -S E N $ '• ��, fit the Chord and any other members, with ��� .• VCi ' V' F '' 0, 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Qt=lb) 4=150, ` No 68182 •'• �, 5=207, 6-393. 6) "Semi-rlgld pltchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ,�,. �' * O; E OF :��� �, p : _ �• ;OR1�. C, Joaquin Velaz PE No.68182 MITek USA, Inc. FL out 6634 6904 Parke East Blvd. Tampa R.33610 Date: August 31,2015 ®wARMNO-Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPADE 1101-7491 m OVIMO15 BEFORE USE. Design valid for use any Win MTek Connectors. This design a based only upon parameters shown. and is far an Indivdual building compcnent. Appllcablllty of design parameters and proper incorporation of component is responslblllly of bullding designer - not truss designer. Bracing shovm Is for lateral support of Individual web memben only. Additional lemporary bracing to Insure stability during construction is the responslblllity of the MiTek' erector. Addlllonal pennonent bracing of the overa0 structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery. erectan and bracbg. consult ANSVII'll Ouulay Critedo.D5B-89 and 601 Building Companenf 69M Perk, East Blvd. SafetYlnformation available hominess Plate lmlituls.781 N. Lee Sheet. Suite 311 Alexandra, VA M14. Tampa, Pill 33810 Job Truss Truss Type Dty Ply PERRY GUEST HOUSE T7360665 29286 -CJtA JaGc-0pan 6 1 ob i East Coen Truss, Ft. Piesm, FL U966 7.030 a Jul 282015 MRek Industries, Inc. Mon Aug 3108:59:512015 Pagel ID:aaMr swTDojP9RdkPx3ihc/k7yE-FzVspFEJg aTmV7sedTYmRSNrZIP7xOt0l7uijyiO05 a -as m I 2-0E 1w--}1G g-a0 Scale=1:15.0 4 Y LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.39 Velt(LL) 0.01 2 -621 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Ven(TL) -0.02 2 >380 180 BCLL 10.0 • Rep Stress Incr YES WS 0.06 Hom(TL) -0.01 4 me rule BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 16 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-11-10 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/sIze) 4=150/Mechanical, 5=-176/Mechanical, 8=-O/Mechanical, 6=645/0-8-0 Max Horz 8=202(LC 13), 6=181(LC 1) Max Uplift4=-161(LC 13), 5=-187(LC 13), 6=-315(LC 8) Max Grav 4=64(LC 8), 5=89(LC 8), 6=715(LC 13) FORCES. (to) -Max. CompJMax.Ten. -All forces 250(Ib) or less except when shown. WEBS 3-6=389/183 NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsp BCDL=3.Opsf; h=15ft; B=45N; L=24f: eave=4B; Cal. II; Exp C; 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) This truss has been designed for a 10.0 psi bottom chard live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL = 1(.Opsf. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 he uplift at lolnt(s) except Ot=lb) 4=161. 5=187, 6=315. 6) "Sen igid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Illilllll//// �OPQUIN VF4"i,�i No 68182 ir E OF i zu O'. lV i 0 R 10 Joaquin Velaz PE No.68182 MfFek USA, Inc. FL Cert 6634 6904 Parke East Bind. Tampa R.33610 Date. August 31,2015 ® WARNING. Verify deargG peramelere and READ NOTES ON THIS AND INCLUDED BUTEx REFERANCE PAGE MI-rp] rev. OVIM015 BEFORE USE ■■1 Design valid for use a* with Wek connected. This design Is based onl upon parameters shown, and is for an Individual building component. A pplicabllry of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer, Bracing shown Is for lateral support of lndlNdual web members only. Addltlonal temporary bracing to Insure stability tludng construction is the responslbillty of the iwiTek' erector. Additional permanent bracing of the oveml structure is the responsibility of the building designer. For general guidance regarding tobrication, avant, control storage, deilve, erection and bracing. consult ANSUTFII Overtly Cri 0511-09 and BC51 Began, Component 69N Parka East Blvd. Sofefylnformarld. avalabla lmmTmss Plots NsliNteJBIN. Lee5hae1.5uite 3l2. Alexandda, VA 22316. Tampa. FL 33510 Job Truss Truss Type Dty Ply PERRY GUEST HOUSE ]]60666 29280 -OJJ JACK -OPEN 6 1 b Reference (optlonall East Cssd Truss, Ft. Pierce, FL 34946 7.830 C JN 282910 MIrCK.InOuMnes, InC. Man AYB it C8;5NSl 2 la P. ID:aaMr_swTDbjPgRdkP%3lhcyk7yE-FzVspFEJgwaTmV7scdTYMR5PGZoB7y%tix7uljyi00s -zee ISM 3.nao ' z-oa i tste I zaG ' 2.4 II Scale=1:20.0 LOADING (par) TCLL 20.0 TCDL 15.0 BCLL 10.0 • BCDL 10.0 SPACING• 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rrPI2007 CS'. TC 0.31 BC 0.28 WB 0.06 (Matrix-M) DEFL. In Ved(LL) -0.01 Vert(TL) -0.01 HOM(TL) -0.01 (too) Vdefl Lid 7 >999 240 7 >688 180 4 rule We PLATES GRIP MT20 244/190 Weight: 221It FT-20% LUMBER. BRACING - TOP CHORD 2x4 SP N1.3 TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins. BOT CHORD 2x4 SP NO.3 BOT CHORD Rigid ceiling directly applied or 10-U-0 etc bracing. WEBS 2x4 SP N0.3 MITek recommends that Stabilizers and required gross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 4=49/Mechanica1, 5=-4/Mechanical, 6=438/0-8.0, 8=.OlMechanical .11.11trin guide, Max Holz 6=153(LC 1), 8=-166(LC 13) Max Uplift4=-49(LC 8), 5=4(LC 1), 6=-234(LC 8) Max Grav4=60(LC 13). 5=31(LC 3).6=467(LC 13) FORCES. (lb) -Max. Camp./Max. Ten. - All forces 250(lb) or less except when shown. TOP CHORD 2-3=219/466 BOT CHORD 2.7=-513/247 WEBS 3-6=-288/188 NOTES- 1) Wind: ASCE 7-10; VUII=170mph (3-second gust) Vasd=132mph; TCDL=9.0psY BCDL=3.Opsf; h=15ft; BW5ft; L=24ft; eave=4ft; Cal. II; Exit C; EnCI., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and fight exposed: Lumber DOL=1.60 plate p DOL=1.60 psf bottom chord livewith for ur alivel where alive shaas sbeen bottom chord In rectangle 3-6-0 tall by 2-0.0 wide will theload ad of 20. psf on.0 3)- Thisrtrusss designetld fod all areas BCDL= 10.Opsf. �o`pP4U...... G E N S'•.; �� fit between the bottom chord and any other members, with ��� .• �' F 4) Refer to glyder(s) for truss to truss Connections. 5) Previde mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4, 5 except 01=11b) 6=234. .• ND 68182 6) "SernWilld phchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. * * _ O: E OF N . P, .` � •OF{lQ• (j`. ,fi �ONAt 111111110 Joaquin Velez PE No.68182 MITek USA, Inc. FL Carl 6634 6904 Path East Blvd. Tampa FL 33610 Date: August31,2015 ®WARNING-Vivir desi0ii,remNen antl READ NOTES ON THISAND INCLUDEOMREK REFERANCEPAGE MI-7473 rev. OVIM015 BEFORE USE. ■■■ Design valid for use only wlth Mnek connectors. This design is based only upon parameters shovm, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsbPdy of building designer -not truss designer, Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Mew rV5 Il erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control librettist.delivery. erection and bracing. consult ANSI1FII Quality CrHerIa,D5B-B9 and BC5l Building Component 69U Perke Eart Blvd. Safety lnformi ava0able from mas Plate Institute,781 N. Lee Sheet Suite 31Z Alexandria. VA 22314. Tamps. FL 33610 Job Truss Truss Type Oty Ply PERRY GUEST HOUSE ]BO66T 28264 -CJ3A Jack -Open 4 1 et ce o io East Coast Truss, Ft, Fla.. FL U945 3.11-10 Inc. Mon Aug 3108:59:522015 Slope =1:20.0 LOADING(ps0 SPACING- 2-0-0 CSI. DEFL. in(loc) green L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.07 2 >123 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.12 2 s74 180 BCLL 10,0 • Rep Suess Inv YES WB 0.02 Hoa(TL) -0.07 3 We n/a BCDL 10.0 Code FBC2014rTP12007 (Matrix-M) Weight: 211b FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.11-10 Do purling. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid Calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required gross bracing OTHERS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer e REACTIONS. (Ib/size) 3=113/Mechanical, 4=-115/Mechanical, 6=0/Machenlcal, 5=496/0-8-0 Max Horz 6=-117(LC 13), 5=110(LC 14) Max UpIiN3=-90(L0 8).4=115(LC 1), 5=-214(LC 8) Max Grav 3=127(LC 13), 4=71(LC 8), 5=560(LC 13) FORCES. Ubs) -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,Ops1; BCDL=3.OpsQ h-15ft; B=45ft; L=24ft; eeve=411; Cat. 11; Exp C; 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) This truss Is not designed to support a Calling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) * This truss been designed for a live ierad of on the In all areas where arectangle 3-6-0 tall by 2-0-0 wide will t V4,, membesf, with CDL =sf fit between he bottom chord and any oth10OpsN ,,% PQ�IN 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to beetling plate capable of withstanding 100 lb uplift et Jolnt(s) 3 except Ut=1b) 4=115 ,4% .• ii E N S ••. �� F •' 5=214. �' 7)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. NO 68182 Ir� 'ro E OF OR1p?N���� �ONA1 E�J`. Joaquin Velez PE N0.68182 MIFek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2015 ®WARNING- Verily designperamerem and READ NOTES ON MIS AND INCLUDED AUTEx REFERANCE PAGE MI-7473 rev. 4LIB4e16 BEFORE USE. ■■■■■■ Design valid for use only with Mgek connectors. The design is based only upon parameters shown, and is for an lndivIdual building component. Appllcabillty of design parameters and proper Incorporation of component N responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during consPuctlon is the responsibility of the Welk' erector. Additional permanent bmcing of the overall structure Is the naponabriy of the building designee For general guidance regarding fabrication, cVally control. storage, delivery, erection and bracing. consult ANSUPPI S Quality Csaeda,DSB-89 and that Bending Component 6904 Paste East BNd. Safety Information available from Truss Plate Intrinsic. 781N. lee Street. Suite 312. Alexandre. VA 22314. Tampa, FL 33610 Job TNss Truss Type Gty Ply PERRY GUEST HOUSE T7a80660 29284 JACK -OPEN 10 1 1 Job Reference (solid East Coast Truss, FL Plema, FL M946 �h'JII 1 7.630 s Ju1282015 MRek lndusUlas, Inc. Mon Aug 31 Cal5e522015 PS991 ID:aaMr swTDojP9RdkPx3ihcyk7yE193EObFxbEiKOei39K nleeWk8DkOCOwbiRE9yi00r s-+1-to � 24)-0 I 1-510 I 4d-0 r Smote-1:27.0 1x4 II 2x4 II 1-6-10 0.10.10 oa 4-0-0 B 4.0 Plate Offsets (X YI f1 0-4-4 0 2 31 LOADING fear) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52TH. Ven(LL) -0.01 5-6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.30Veri(TL) -0.03 5-6 >999 180 BCLL 10.0 ' Rep Stress [nor YES WB 0.09rz(TL) -0.01 4 rule n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 291b FT-20% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, In accordance wish Stabilizer REACTIONS. (Ib/size) 4=120/Mechanical, 5=32/Mechanical, 6=5l l/0.8-0, 8=.0/Mechanical Max Harz 6=151(LC 8), 8=.146(LC 13) Max UpIIft4=-103(LC 8), 6=-247(LC 8) Max Grav 4=140(LC 13), 5=71(LG 3), 6=560(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=115/364 BOT CHORD 2-7=-382/105 WEBS 3.6=.418/309 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf; h-15ft; 8=45ft; L=24ft; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right f 2) ThIs truss has been designed for aosed; Lumber DOL=1.60 plateg10.0 ps1 bott ill m chord live load nonconcument with any other live loads. • in 3-6-0 tall by 2-D-0 wide will ,��k`,(�UIN VE�4 �J,C` 3) This truss has been designed for a live toad of 20.0psf on the bottom chord all areas where a rectangle hl between the bottom chord and any other members, with BCDL = 10Dpsf. %% QP` , ` .• �G E N S •' �i �' �•••• 4)Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except Ut=lb) 4=103. No 68182 6=247. 6) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and W gypsum * ;• •; sheetreck be applied directly to the bottom chord. O: E OF Enll IM I Joaquin Velez PE No.68182 MRek USA, Inc. R. Carl 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: August 31,2015 ®WARNING-V•Nrydes1gap..nruess and READ NOTES ON TNTS AND INCLUDEDADTEKREFERANCEPAOE11i sl QVINT16 BEFORE USE. ■■■ Design valid for use only with Mask connecton. This design k based only upon parameters shown. and is for an Individual building component. Applicablllty of design Parameter and properinoorcomtlon of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members any. Additional temporary bracing to Insure stability during construction is the responslbllllty of the rY5Il MITek• erector. Additional permanent bracing of the overa0 structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI1TPI I Duality Ctlletla, DSB-39 and BCSI Building Componenl 6904 Perks East BAN. Soletylnlormallon available from Truss Plate Institute,781N. Lee Sheet. Suite 31Z Alexandria, VA 22314. Tampa, FL 334510 Job Tru9s, Truss Type Qty Ply PERRY GUEST HOUSE T]]80669 29284 -EJSA Jeck-Open 6 1 I b R f f tl II East Coast TNes, Ft. Plane, FL 3494E 2x4 ,esa9JUILtliVla M... Rmtr.s O9,m,. mo„ryu9 a, aa:aa.w <u,o F-ee, ID:aaMr mTDojP9RdkPx3ihcyk7yE-BLdcDxGaMXgB7oHFj2VOrsShcNTgTrk99FU7mcyi00q 122-0d 5-1-0O1-1n I I 1-110 I 4I 2x4 II 14-10 oa.10 n-eo Scale -124.9 Plate Offsets (X Y)11.0-4 2 0 2 31 12�0 2 0 0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) gdaft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.34 Vert(TL) -0.04 5-6 >999 180 BCLL 1D.0 ' Rep Stress Incr YES WB 0.07 Hoa(TL) -0,01 4 No Na BCDL 10.0 Cade FBC2014/TPI2007 (Matrix-S) Weight: 28 he FT-20% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural Wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required choss bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer REACTIONS. (IC/size) 4=124/Mechanical, 5=32/Mechanical, 6=519/0-8-0, 7=-0/Mechanical Max Harz 6=176(LC 1), 7=-176(LC 13) Max Uptift4=-112(LC 8), 6=-201(LC 8) Max Gravy 4=145(LC 13), 5=74(LC 3), 6=596(LC 13) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. WEBS 3-6=416/236 NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf,, BCDL-3.Ops1; h=15ft; B-4511; L=24ft; eave=4ftl Cat. II; Exp C; 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) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.OpSt on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL - 10.0psf. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 4=112, 6=201. 6) This truss design requires that a minimum of 7/16'sWctural wood sheathing be applied directly to the top chord and 16" gypsum sheetrock be applied directly to the bottom chord. No 68182 O; E OF :�� OR1P�\�%%�. Joaquin Velez PE No.68182 Ml USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2016 ® WARNING -ymlry design panmatxa and READ NOTES ON THIS AND INCLUDED"TEX REFERANCE PAGE MI-7473 nv. OVIM015 BEFORE USE. Design valid for use only with Millet connectors. This design k based only upon parameters shovm. and Is for an InclMdual bulltling Component.P- Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss deslgner, Bracing shown E7� ■■��YY IS for sal support of lndlvldualweb members only. Addltloncl temporary bracing to Insure stability putting construction is the responsibility of the MiTek' erector. Additional permanent bracing of the ovemil structure is the responsibility of the building deslgner. For general guidance regarding fabrication. quality contaL storage,Calvary, erection and bracing. consult ANSIRPI I Quality Grade,DSB-99 and SCSI Builtling Component 6904 Parke East BW. Sefelylnformallon araflable from truss Plate lnstiNte.781 N. Lee Street. Suite 312 Aiexandda. VA 22314. Tampa, FL 33610 Job Those Truss Type Oty Ply PERRY GUEST HOUSE T 380670 292M -use JACK -OPEN 1 1 o ' East OaanTmss, FL Pleme, FL 34946 7.530 s am zu 2m a Muex Mcusmes, Inc. Man Aug m 08.59.63 curs rage, ID:aaMr mTDojP9RdkPx3ihcyk7yE-BLdcDxGaMXgB7oHFj2VOrsBjPNUwTsz99FU1mcyi00q 1-s.10 i 5.10-2 1-510 4.4-B Scale=120.8 LOADING (psi TCLL 20.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 1-1-10 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.40 BC 0.27 WE 0.06 (Matrix-S) 4 8 DEFL. in Ven(LL) 0.04 Vert(TL) .0.03 Horz(TL) -0.02 (loc) 8de0 Ud 4-5 >999 240 4-5 >999 180 3 n/a n/a PLATES GRIP MT20 2441190 Weight: 191b FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 20 SP No.3 MITek recommends that Stabilizers and required cross bracing rbe installed during truss erection, In accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 3=125/Mechanical, 4=39/Mechanical, 5=356/0-8-0 Max Horz 5=175(LC 8) Max L plift3=110(LC 8), 4=-75(LC 8). 5=278(LC 8) Max Grant 3=142(LC 13), 4=72(LC 3), 5=376(LC 2) FORCES. (Ib)-Max.Comp./Max. Ten. - All forces 250(lb) or less except when shown. TOP CHORD 1-2=.114/254 BOT CHORD 1-5=.380/156 WEBS 2-5=.374/196 NOTES- 1) Wind: ASCE 7.10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Ops1; h=15ft; 8=45ft; L=24ft; eave=4h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposetl; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss10.0 bottom chord dve load nt any other loads. for re n 3-6-0 tall by 2.0-0 wide will truss (N f Vc�' reas where alive all alth iveload of 0. pSf anat has been designed fogned the bottom chord rectangle 3) BCDL = I O.Opsf. J� OPQU (t between the bottom chord and any other members, with J G E N $ -- '�� 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except Bt=lb) 3=110 ��� .- \ V 4n '. 5=278. 6) This truss design requires that a minimum of 7116' Structural wood sheathing be applied directly to the top chord and W gypsum No 68182 * : • �: sheelrock be applied directly to the bottom chord. ATE OF : fU: it P : Z`.` ON E't4 % L ��4un1 ' Joaquin Velez PE No,88182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa R. 33610 Date: August 31,2015 ®WARNING. Verfry dsalpn Panunuffrs entl READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE Na.7473 rev. OVIV20I5 BEFORE USE. ■■■ De sign valid for use only with Mffek Connectors. This design is based only upon parameters shoi and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of bunding designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during contrr ion is the responsibilityof the i'�'�■ IVBiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSUTPII Quality Crlierla,DSB-89 and SCSI Banding Component 69N Parke East Blvd. Safelylafmmallim available horsTruss Plate Institute,781 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply PERRY GUEST HOUSE 7380671 292e4 -EJ613 JACK -OPEN 1 1 I bRf ! 1' II East Coast Truss, Ft. Flees, FL MR46 I mu eam 1. u,o v„en,,, ,m.. ,— ..,- -. ID:aaMr_swTDojP9RdkPx3ihcyk?yE.fYB RHHC7ry2dysRHIIFN3jtSngmCHkJOvEY12yi0Op ts.m s-te-z I 2be � t-S10 4J-B � Style=1:26.6 2x4 gll 1 1x4 II 1w1 II ts.t9 HH20 4a-10 .A4 o<U Plate Offsets (XY) f1'0440231 LOADING (pil SPACING- 2-0-0 CSI. DEFL. In (Joe) /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) .0.03 5-6 >999 180 BCLL 10.0 • Rep Stress Incr YES W13 0.09 HoR(TL) -0.01 4 me n/a BCDL 10.0 Code FBC20147TPI2007 (Matrix-S) Weight: 281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No,3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP NG.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No,3 be Installed during truss erection, In accordance with Stabilizer REACTIONS. (Ib/size) 4=116/Mechanical, 5=30/Mechanical, 6=506/0-8-0, 8=-O/Mechanical Max Ho¢ 6=146(LC 8), 8=149(LC 13) Max Upl1ft4=-100(LC 8), 6=-245(LC 8) Max Grant 4=135(LC 13), 5=69(LC 3), 6=553(LC 13) FORCES. lb) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-123/373 BOTCHORD 2-7=-395/117 WEBS 3-6=409/300 NOTES- 1) Who: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=9.Ops1; BCDL=3.0psf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS.(directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right rVj exposed; 2) Thstruss h s been plate des gnedfor a 110.0 psf bottom chord live load nonconcument with any other live loads. In 3-6-0 tall by 2.0.0 wide will ,OOlVI N r-' 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord all areas where a rectangle BCDL 1 O.Opsf. �� oP.......��,` C S'•. 1 �j fit between the bottom chard and any other members, with - ��` .• �" •• 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joints) except Ut=16) 4=100, NO 88182 G 6=245. 6) This truss design requires that a minimum of 7/16• structure[ wood sheathing be applied directly to the top chord and %" gypsum * 1• •�,* sheetrock be applied directly to the bottom chord. 1 �. O F kl 411 . rnnnn�� Joaquin Velaz PE No.68182 Mll USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: August 31,2015 TWARNIND-yetlry desl00 pammetme and READ NOTES ON THIS AND INCLUDED All REFERANCE PAGE MIIJ473 ra. OVIKO15 BEFORE USE. *��R Design valid for use only with MRek connectors. This design is based only upon parameters shown and is for an Individual building component. Appliapbllity of design parameters and proper lncorporatlon of component is responsibility of building de signer- not truss designer. Bracing shown ii��YY■■ Is 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 overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIl I Quality criteria,DSO.09 and BC5l eundiing Component SafeHlnformatlon available from Truss Plate Institute,781 N. Lee Street, Suite 31Z Alexandra, VA 22314. 6904 Parke Fast Blvd. Tampa, FL 33610 Job Truss Truss Type Qry Ply PERRY GUEST HOUSE TT3B06]2 29284 -HJ4 DIAGONALHIPGIRDER 1 1 e li nal East Coast Tuss, Fl. Pierce, FL a4946 7.630 sJul 282015 Minek Industries, Inc. Mon Aug 310e:5%ba lore Paper IO:aaMr a TDojP9RdkPx3ihcy4?yE.8kkNedHqu95vF60erTYUwHG_GB7dxkmSe2z5Ny4l000 -2-1oa znz 2-1azn e.za -0-b7 ' e I z4.z ] zaa I 3-164 od-] 2.4 II ix4 II xof tl, F1.14 0-5.10 LOADING (psp SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 TCDL 15.0 Lumber DOL 1.25 BC 0.51 BCLL 10.0 • Rep Stress lncr NO WB 0.10 BCDL 10.0 Code FBC2014frP12007 (Matrix-M) DEFL. In (too) Well Ud Vert(LL) -0.06 8-9 >999 240 Vert(TL) 0.08 B-9 >863 180 HDIz(TL) -0.04 6 n/a We LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) Max Horz 9=367(LC 29), 11=-305(LC 17) Max Uplift6=-SD5(LC 17), 8=-423(LC 5), 9=-644(LC 8) Max Grav 6=160(LC 5), 8-642(LC 17), 9=724(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 1-2=184/349, 2-3=-499/947, 3-15=.390/422, 4-15=.312/305, 5-8=-751/352 BOT CHORD 2-10=-934/496, 9-10=-201/348, 9-17=.358/334, 17-18=-358/334, 8-18=358/334 WEBS 4-8=260/331,3-9=-366/264, 1-11=.305/197 Scale - 1:28.0 PLATES GRIP MT20 2441190 Weight: 48lb FT-20% Structural Wood sheathing directly applied or 6-0-0 oc purlins, except end ver icals. Rigid Ceiling directly applied or 6-0-0 cc bracing. ek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer [installationLid NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=9.Opsf BCDL-3.Cpsf h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Per bottom chord live load nonconcument with any other live loads. 3)' 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 fit between the bottom chord and any other members, with BCDL=10.0psf. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 6=505, 8=423,9=644. 6) "Semi -rigid pnchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)137 lb down and 245111 up at 2-8-6, 137 lb down and 2451b up at 2.8-6. 104 D down and 103 lb up at 5.6-5, and 104 lb down and 103 lb up at 5-6-5, and 123 lb down and 1001b up at 8-1-11 on top chord, and 111 Ib down and 2351b up at 2-8-6, 111 Ib down and 235 lb up at 2-8-6, 1716 down and 321b up at 5.6-5, and 17 lb down and 32 lb up at 5-65, and 26 lb doom and 19 lb up at 8-2-7 on bottom chord. The desigNselectlon of such Connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). IN 1 V\ i No 68182 Z O; E OF :��Z �� P : �• i,g BONA\_ ii �/11/11111111\ Joaquln Velez PE No.68182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa R. 33610 Data: August 31,2015 OdDAmIlldllpE �antlartl ® WARNING. Verify desrpn pommel.. no READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE MY-7410 My. OVIV2016 BEFORE USE. �{■� Design valid for use only withMifek connectors. This design is based only upon parameters shown, and is for on lndivltlual building component. APPlicablllty of design Parameters and proper lncomomtlan of component is msponslbllity of bulling designer- not truss designer. Bracing shown Is for lateral support of lndlvldual web members only Additional temporary bracing to Insure stability dudng construction is the responsibllllty, of the +•�� WOW Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance feel fobdcation, quality control, storage,delivery, erection and bracing. consult ANSIIP110uality CrIodo,OSII-89 and BC5l funding Component 69N Parke East Blvd. Sorelylnformollon available ham Tmss Plate lnslpute,]B1N. Lae Street, S011e312. AIexanNla, VA 2231 d. Tampa. FL 33610 Job Truss Truss Typo Dty Ply PERRY GUEST HOUSE T]306fi]2 29284 -HJ4 DIAGONAL HIP GIRDER 1 1 b ot'oa East CaestTmsa, Ft. Pierce, FL U945 ID:aaMr_swTDoIP9RdkPz3ihcyk7yE-8kkNedHqu95vF60erTYUwHO 6B7dxkmScZzSrUyiOOo LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70, 5-6=70, 7.10-20 Concentrated Loads (IS) Vert: 5=-116(F)8=-3(F)15=213(F=106,B=106)16=100(F=50,B=50)17=232(F=116, B=116)18=57(F=28,B=28) `,,Illlllll/11j/I� ,. QuIN V �•. No 68182 :ro AfE OF :'�U: p'. 41/ O R \ P �j��J• � 11j1 ��IVALE��'�• Ilnnllll+o Joaquin Velez PE No.68182 Wek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2015 WARNING. "ydailgapaniaelaniand READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE MII-74I3rI OVIKO15 BEFORE USE. Design valid for use only win I connectors. This design 6 based only upon parameters them, and Is for an Individual boiding component. Applical of design parameters and proper Incomoratlon of component Is responslbllity of building designer -not truss designer. Bmdng shown Is for lateral support of lndMdual web members only. Additional temporary bmdng to Insure stability during construction is the responsibility of the erector. Additional pertnonent bracing of the overall stmcture is the responsibility of the building designer. For general guidance regarding p�T tYi I Il INI(lek• fabrication, quality control, storage. delivery, erection and bracing. consult ANSIRPI I Quality Cdterla.DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, ]BIN. Lee Street, Suite 312, Alexandra, VA=14. 69M Parka East Blvd. Tempe, FL 33610 Job Truss Truss Type Cry Ply PERRY GUEST HOUSE T73TW7a 20284 -HUT DIAGONAL HIP GIRDER 2 1 J bRfDoe 1 t' 11 east coastimss, Ft. Plane, FL aasae ID:aaMr_ swTDOjP9RdkPx3ihcyk?yE.6kkNedHqu95vF60 er-.a . IG7aB59xjOSc2z5rUyi0Oo B .13 2-108 2tl si Scale a 128a 1.4 It 2x4 II 68 3 Y3-04 0.% 831 0 3 osnm LOADING(psf) SPACING- 2.0-0 CSI. DEFL. In (lot) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.12 7-8 >619 240 MT20 244/190 TCDL 15.0 LumberDOL 1.25 BC 0.60 Vert(TL) 0,14 7-8 >521 180 SCLL 10.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) -0.07 5 rise rise Weight: 42 lb FT-20% BCDL 10.0 Code FBC2014?PI2007 (Matrix-M) LUMBER- TOP CHORD 2x4 SP No.1 BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BDT CHORD Rigid telling directly applied or 10-D-0 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer REACTIONS. (Ib/size) Max Hoe 8=375(LC 17), 10=-375(LC 17) Max Uplifts=-397(LC 24), 8=-619(LC 8), 7-647(LC 8) Max Grav 5=533(LC 6), 8=733(LC 28), 7=577(LC 28) FORCES. (lb) • Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-230/415, 2-3=-79011348 BOTCHORD 2-9=12991778, 8-9-71375 WEBS 3-8=368/315, 1-10=375/246, 4-7=-509/644 NOTEs- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9,Ops1; BCDL=3.0psf; h=15ft; 8=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a calling and Is not Intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 aid bottom chord live load nonconcurrent 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, with BCDL = iO,Opsf. 5) Referto girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb upllft atjoint(s) except Ot=1b) 5=397, 8=619,7=647. 7) "Semi igid pitchbreaks 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)137It, down and 245 to up at 2-8-6. 137 Ib down and 245 lb up at 2-8-6, and 104 Ib down and 103 to up at 5-6-5, and 104 lb down and 103 to up at 5.6-5 on tap chord, and 111 lb tlown and 235 to up at 2-8-6, 111 lb down and 2351b up at 2.8-6, and 17 to down and 32 lb up at 5.6-5, and 17 lb down and 32 lb up at 5-6-5 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 0o IN Pac E N S�F�''O,i r No 68182 lz E OF 4U O. p ' 0 R \.. (\,.. �ONA1.E\\�. /j/1111111\\\ Joaquin Velez PE N0.68182 MI USA, Inc. FL Cert 6634 69134 Parke East Blvd. Tampa FL 33610 Date: August 31,2015 Continued on caQe2 . .. _.. .. :.enparameaREAD ® .. . y PAGEr PAGE past troand READNOTesi ON abased nt. WARNlid 2� ani]rev.abuilding componeFORE In based OnNuponpammeters shown. and is for an individual-nttss building component. for use only uponLUDED parameters Design valid ref design ra MSek and proper Incorporation component building - nolimss designer. Bracing shown Applicability parameters a,member ��• Id Is foraasupport of ers only. radIng toi sure duringner uldIngdesIgutlngorgen mogul MiTek' ancer gardinlNofthe responsibility building Forgeneralgelrlaildi regarding eheclo,, A d!landoflrmaneualwaimembeoveraAdditionalteerespoybradngfthe, erector. Adquanol permanentge,dgoftheoverall Chart, Safety Inorr quality control,storage,delivery. erection and bmdog. consult 2, AlevIt0 VA Criteria, OSB-89 and SCSI Building Component anduraisthe consult saletylniormpllon available from Truss Plate Institute,]BiN. Lae Street. Sulfa312, Alexantlrla. VA 22314. Tamp Parke East Blvd. Tempe, FL 3300 Job Truss Trials Type Dly Ply PERRY GUEST HOUSE T73BOBT3 20284 -His DIAGONAL MIP GIRDER 2 1 o tional East Cape TNss, FL Fuel.. FL SAM 1.5411 6 JUI ZO WUla III IeR maUMBa. In. Mon elg el ea:ae:aa [Ulo rdya a ID:aaMr s TDojP9RdkPn3ihcyk?yE-BkkNedHqu95vF60erTYUwHG7aB59yjO8e2z5rUyi00o LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (tall) Vert: 1-5=-70, 6-9=-20 Concentrated Loads (Ib) Vert: 14-213(F-106, Set 06)15-100(F=50,B=50)16=232(F=116, 8-116)17-57(F=28,B=28) U... V111111111111///// `pOPpF�top.. ..�........ SF• � ��'. No 68182 O. E OF :��z OR XV.� P, /Inn11111 Joaquin Vela PE No.68182 Mifek USA Inc. FL Carl 663E 6904 Parke East Blvd. Tampa FL 33610 Dale: August 31,2015 ® WARNING -Vastly des/tan paramaran aad READ NOTES ON MIS AND INCLUDED Isi REFERANCEPAGE MII.7473 rev. OVIM015 BEFORE USE. Design valid far use only Win MTek connectors, The design Is based only upon Parameters shown, and Is for an Individual building component. g■j Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shovon Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbllfity of the fs IIT01.• MVO I Il erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding recreation, quality control, storage, deMery, erection and bracing. consult ANSUIPII Quality Cdterra,DSB-89 and SCSI Building Component 6904 Parka East Blvd. Safety information onfelpie from Truss Plcte Institute,781 N. Lea Street. Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Typo Oty Ply PERRY GUEST HOUSE T7300874 29284 -HJSB Diagonal Hip Girder 2 1 bBgf(9011glyl East coast Truss, Ft. HIM, FL M946 ,.awe.meo amu.mmn............•.... .........I— ID:aaMr swTDojP9RdkPx3ihcyx?yE.mllszlSfSDmsG?gOA3jTUp7?aNlgSicrDjfNwyi00n <.1] 9A-0 2-f eA fi0A2 21-1 3-it-02 Scats-127.0 2.4 II tx4 II 1-042 9 ta:t a eaz o- 2 as-m LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in . (roc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.89 Veri -0.15 8-9 a499 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) 0.23 8-9 -324 180 BCLL 10.0 ' Rep Stress Ina NO WB 0.12 Hoa(TL) -0.04 6 1 n/a Weight: 48 lb FT=20% BCDL 10.0 Code FBC2014RPI2007 (Matrix-M) LUMBER- BRACING - Structural sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 SP No.2 TOP CHORD wood BOT CHORD 2x4 SP 1402 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MITek re=,mends that Stabllizars and required cross bracing rbe Installed during truss erection, In accordance with Stabilizer 0 REACTIONS. (lb/size) Max Ho¢ 9=382(LC 14). 11=-327(LC 17) Max Uplifl6=-716(LC 17), 8=-541(LC 5), 9=714(LC 8) Max Grav 6=224(LC 5), 8=808(LC 28), 9=734(LC 28) FORCES. Ile) - Max. Comp./Max. Ten. -All forms 250 Ub) or less except when shown. TOP CHORD 1-2=-180/369, 2-3=-527/1076, 3-15=-494/554, 4-15=423/443, 5-8=-957/332 BOT CHORD 2-10=-1095/537, 9-10=-362/537, 9-17=-496/423, 17-18=-496/423, 8-18=-496/423 WEBS 4-8=-334/415, 3-9=-407/166, 1-11=-327/193 NOTES- 1) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCOL-9 Opal; BCDL=3.Opsf, h-16% B=45ft; L=24ft; eave=4ft; Cat. II; See C; 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) This truss Is not designed to support a ceiling and is not Intended for use where aesthetics are a consideration. 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 fit between the bottom chord and any other members, with SCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplgl at joints) ex=pt (il=1b) 8=718, 8=541,9=714. 7) "Semi -rigid pitchbreaks 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) 124111 down and 249111 up at 2-8-6, 124111 down and 249111 up at 2.8-6, and 149 IS down and 144 Ib up at 5-6-5, and 149111 down and 144 Ito up at 5.6.5 on top chord, and 80111 down and 218 Us up at 2.8-6, 80111 down and 218 Ib up at 2-8-6, and 62 to down and 143 Ib up at 5-6-5, and 62 Ib dawn and 143 to up at 5-6-5 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or back (B). 1111111111//// IN I ..�GENSF•1 =, No 68182 * * ~ O: E OF I. `OR1Qe �N,\� �r/ tONALE�1`�. ///0111111111 Joaquin Velez PE No.68182 MRek USA, Inc. FL Celt 6034 6904 Parke fast Blvd, Tampa R. 33610 Date: August 31,2015 G�rRml@dk68 6a7anderd WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mir-7473 rev. OV16,2015 BEFORE Use. ' Design valid for use only With Mnek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component 5 responsibility of building designer -nor truss designer. Bracing shown Is for laterale,p.r!of Individual web members only. Additional temporary bracing to Insure stabllity during construction is the responsibility of erector. Additional permanent bracing of the overall structure Is the responsibility of the building deslgner. For general guidance regarding MiTOIC fabdcaflon, quality control, storage, delivery. erection and bracing. consult ANSIIN I Quality Cril DSB-09 and i Burning Component Safety Information available from Truss Plate Institute,781 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply PERRYGIJEST HOUSE T73608T4 29284 -Hi Diagonal Hip Girder 2 1 job Re( (golloDall East Coast Truss, Ft. Fields, FL 34945 r.aaveau,[o[u,om,.an,,,uuvv,na.... - -.1.....`.... •. v ID:aaMr swTDojP9RdkPx3ihcyk7yE-cwllszlSfSDmsG7g0A3jTUp77eNlgBiwDjfNwyi00n LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (pip Vert: 1-5=-70, 5-6=-70, 7-10=-20 Concentrated Loads Olt) Vert: 15=221(F=110. Bat 10) 18=-27(F=-14, B=-14) 17=211(F=105, B=105) 18-130(F=65, B=65) 111111111111j1 ,,OPQUIN - N No 68182 .0R1ppN��` //nnnn111 Jol VBlaz PE 110.68182 MlB k USA Inc. FL Cert BIN 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2015 �WARNINa•design elera and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev. OMMO15 BEFORE USE. Verity B n MITel ��• asesse Design valid for useonlywith MRek connectors. eodesign6 of co only upon parameiem shown and Isfor ne Individual dual building component. Applicability forlatralupport of of design porameters and alyseb members emberonly. Adattinolcomporary isacingti Inity sure builtlinduring uring co trution designer, Bracing shown M Is for A support permanent web memthe oven Additional tee responsibility bracing to Insure stability tludngconeneral g idan eregol ing of the MiT®k' erector. Additional permanentbracing of the overall andbraIsiha derails bllilyoftheb Quality tleteria,,For generalguitlancc regarding Safety Information available Sam Tdelivery. erection 781 bracing. mnsuit 2, AlwllGmVA Cri22314a, DSB-89 and SCSI Building Component Tampa, rk.FL Eaet BNd. Safety lnlormallon available Sam imss Plato lnsliNleJBIN. Lea Street Suite 312, Alaxanddo, VA 2231 d. Tampa, FL 33610 Job Truss Truss Type Oty Ply PERRY GUEST HOUSE PJae875 29284 Bel HIP 1 1 jog Rgi!of II East coast Truss, rt. Fla.. rLMAeI9Rd.Px.3i,cyk?..............._-...-.....-....-..._e-. __-___. ID:aaMr swTDojP9RdkPx3ihcyk7yE-07s73JJ40mLdU0a0yuay7iLL%JJPRd14tSCvNyi00m f�9� I zoo t-ato 4-n-T 5-8-9 5aa z-too z-tee 4-&7 taro z-o-e Goo 12 axe = sxs = 2x4 II ,.. „ — 3x5 II 21 1.3-0e 631 an-m &1 4-tta 2e-11-12 38-1-i Scale=1:60.9 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0A5 15-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Ven(TL) -0.24 15-17 >912 180 BOLL 10.0 Rep Stress'Incr YES WB 0.91 Horz(TL) 0.02 15 n/a hills BCDL 10.0 Code FBC2014ITP12007 (Malrix-S) Weight: 159 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural Wood sheathing directly applied. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid belling directly applied. Except: WEBS 2x4 SP No.3 9-1-0 oc bracing: 2.20 OTHERS 2x4 SP No.3 MITek recommends that Stabllizers and required cross bracing be Installed during truss erection. In accordance with Stabilizer Installatio ulde REACTIONS. (Ib/size) 20=1003/0.B-0, 15=1431/0-8-0,14=449/0-8-0,21=OIMechanical, 22=-0/Mechanical Max Horz 20=486(LC 14), 21=-410(1_C 13). 22=-71(LC 6) Max Uplift20=-056(LC 8), 15=-518(LC 8), 14=-300(LC B) Max Grail 20=1181(LC 13), 15=1603(LC 13), 14=570(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 1-2=-180/428, 2-3=-848/229, 3-0=-1163/448, 4.5=-716/334, 5-6=.643/376, 6.26=-596/399, 26-27=-596/399, 7-27=-596/399, 7.8=-74/439, 8.9=-21/491, 9-10=-65/383, 10-11=-298/438 BOT CHORD 2-20=-395/1283, 19.20=-262/1084, 18-19=-262/1084, 17-18=.262/1084, 14-15=.341/193, 13-14=.341/193, 11-13=-341/193 WEBS 4-17=-487/257,3-20=-771/401,8-15=-530/374, 7-17=.2221843, 7-1 5=-1 0901205, 10-14=-594/507, 1-21=-410/203 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vesd=132mph; TCDL-9.Opsf; BCDL=3.0psf h=15ft; B=45ft; L-29f1; eave=4fl; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss Is not designed to support a celling and Is not Intended for use where aesthetics are a consideration, 4) Provide adequate drainage to prevent water pending. 5) All plates are 3x4 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10,0 get bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tell by 2.0-0 wide will 8t between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ut=lb) 20=456, 15=518,14=300, 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %° gypsum sheelreck be applied directly to the bottom chord. �•`,,%a OIIP�G E N S.CF� rrrrr � w No 68182 as '•*: * as E OF se r O R 10, N,mow IN Joaquin Vela[ PE Ne.68182 MiTek USA, Ina FL Gen 6634 6904 Parke East Blvd, Tampa FL 33610 Date: August 31,2015 WARNING- .. .. S Andy parameters and READ NOTES ONTHIS NCE PAGEr nv.aLt&20r5 BEFORE USE. Hp■� Design valid for only Wth basedAND ly upoED pMRERersil on Individual para Mnak con of coponentonparomelenshown,and designer notitlual designgcompon Ste Aprl.t.lilyoidesignparvidual bmempemonlol. Addonoicomponenl racing ti ality Insurettablity tleslgnat-noltmss designee Bradng shovm designproper Incorporation ithe Isf.to, WOW MiTek' ancergardiingofiha dditio.[permaentwebmemteoveraAdditionalteerespobracingftheulding esignerBargenralgon Is the responsibility of the building designee Far general guidance g C.ming permanent bmdngof vefhe overall and erector. Additonal control, 05B-99 and BC51 aun4lna Component fabrication, quality control, storage. delivery, erection bracing, consult Crite2231 Tamp Parke East Blvd. ria, VA , 2, Alexandria, Solely lniosmallon available fromimss Plate lnzfllute,7BlN. tee Street, Suite 312, AIexantlda,VA 2231 d, linf Tempe, FL 33610 Job Truss TfIlSSType Dty Ply PERRY GUEST HOUSE T13B06]e 29284 B02 HIP 1 1 job Reframinfzt Sotionali East Coast Truss, Ft. Pier , Plane, FL U946 rmaeam co ,om„v„ ,.+,,...nwjvl •••.+�.•��•�••••II -• I D:aaMr swTDcjP9RdkPx3ihcyk7yE.0% tUzLKyNbLIIkP4lc047ReWoM 1W02XBxJ Fyi00k '�-I I 2-0A LS-1a 34Ed 4-0d d-BS }9-] 1-510 2A8 Sears-1:63.1 3.4 6.co 12 4x5 = 3x4 = 4A 28 7 29 8 4x4 = 5xis = ass - 3x6 11 2034 II 4x4 = 1.4 11 1.4 II t-s1n t-trio 8A-0 28-tt-12 x4 = I$ 3 II 1¢ Plate Offsets (X Y) Fl 0 2 2 0-3-111 f2'0 1 fi 0 0 61 15'0 2 0 Edael 19'0-2 0 Edee1 fi2'0-1 8 D-0-61 113'0-2-2 0.3.111 116'0-3-0 0-3-41 117.0.3-0 0-3-41 LOADING (pal SPACING- 2-0-0 CSI. DEFL. In (fee) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.27 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Ven(TL) -0.65 16-17 F,483 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.09 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Maidz-S) Weight: 159 lb FT-20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except' 1-5,9.13: 20 SP ND.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 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 accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 18=1433/0-8.0, 15=1439/0-8.0, 20=0/Mechanical, 21.0/Mechanical Max 118-39114), 20=-350(LC 13), 21=88(LC 6) Max Uplift 18=654(LC 8), 15=-656(LC 8) Max Grav 18=1595(LC 13), 15=1602(LC 14) FORCES. Ub) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=-173/369, 2.3=.1618/1362, 34=2041/815, 4.5=-1831/719, 5-6=1793/748, 6.28=-1628/732, 7-28=-1628/732,7-29=.1622/729, 8.29=-1622/729, 8-9=1786/745, 9-10=-1824/716, 10.11=-2022/807, 11-12=-1587/2160 BOT CHORD 2-19=-1739/2026, 18-19=-722/2026, 17-16=-613/1804, 16.17=-530/1711, 15-16=-604/1702, 14.15=604/1702, 12-14=.2830/1702 WEBS 6-17=-109/477, 7.17=-285/117, 7-16=-293/121,8-16=-106/468, 3-18=-1001/580, 11-15=-1028/590, 1-20=-350/196 NOTES. 1) Unbalanced root 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.Cpsf; 1=15ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss Is not designed to support a calling and Is not Intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 Pat bottom chard live load nonconcurrenl with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of buss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Ql=1b) 18=654, 15=656, 9) 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. �C 0*0 i No 68182 *j 3* O: ?(TE OF CD-"' = . �p �ONAIL. 0 , ���11111111��t Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2015 WARNING- VWlydeslgnparamerers and READ NOTES ON THIS AND INCLUDED Iti REFER4110EPAGEMII.7472 rev. OVIMO15 BEFORE USE. �I■�p■� Oeslgn valid for use only with Meek connectors. The design is based only upon parameters shown, orW is loran individual building component. Appllcablllty of design Parameters and properincorparatlon of component is responsibility of building designer -not truss designer. seems shown ■.�` Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of overall structure is the responsibirity of the building designer. For general guldance regarding WOW falamatlon, quality control.storage,delivery, erection and bradno consult ANSI(IPII Closely Crifedo,DR-89 and SCSI Building Component Safety lnlormaflon available from Truss Plate Institute. ]81N. Lee Sheet, Suite 312, Alexandre, VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply PERRY GUEST HOUSE n3eosn 29284 B03 HIP 1 1 lob Reference I 7 East Coast Tmss, Ft. Place, FL 3 alfl 7aJD S Ju1282015 MIek sealants, Inc. Man Aug 3109:00:002015 Page ID:aaMr swTDcjP9RdkPx3ihcyk7yE-UiYGhKLzjhjCLtJbd07fdKzukCgycuOBmlhsW,yi00j - z7E-z _ts-1+-1z 31nz 2.06 1.5-ta e80 is bid 6.64 �1-5-10 2-04 Scale=1:57.1 4x8 = 28 4x8 = 34 11 4x4 = Sea = 4x4 = 2.4 II 34 II 1.4 It 1x4 11 ts-t9 1-o-10 2&11-12 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20147TP12CD7 CSI. TC 0.52 BC 0.50 WB 0.53 (Matrix-S) DEFL. in (too) /deg L/d Ven(LL) 0.11 15 >999 240 Vert(TL)-0.2513-15 >999 ISO Horz(TL) 0.04 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 1661b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 SP Ne.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 20 SP No.3 be Installed during truss erection, In accordance with Stabilizer REACTIONS. (lb/size) 18=1434/0-8-0, 12=1438/0-8-0, 20=-O/Mechanical, 21=0/Mechanical Max Holz 18-234(LC 14), 20=-142(LC 13), 21=-75(LC 6) Max UpIIftl8=654(LC 8), 12=.655(LC 8) Max Grav 18=1595(LC 13), 12=1600(LC 14) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=.155/292, 3-4=-1828/684, 4-28=.2045/876, 5-28=-2045/876, 5.6=-2045/876, 6-7=-2045/876, 7-8=-1823/681, 8-1 BOT CHORD 2-19=-288/312, 18-19=-54/312, 17-18=.42/262, 16-17=.434/1585, 15-16=434/1585, 14-15=.432/1497,13-14=-43211497. 9-11=-698/299 WEBS 4-15=.234/677,5.15=-499/285,7-15=-236/686, 3.18=-14251738, 3-17=-424/1329, B-13=-442/1405, 8-12=.1443/744 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.OpsY h=15ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x4 MT20 unless otherwise indicated. 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 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = %Opsf. 7) Refer to girder(s) for Imes to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 18-654, 12=655, 9) 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. 01111111111111,11 out N!/0 68182 , *�a.i 11 Ji1 */ •* E OF : �� .� w ,o N Aits I l � Joaquin Velaz PE No.68162 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd, Tampa FL 33610 Bate: August 31,2016 sap WARN/NO. Verily de4lgn paramelera and READ NOTES ON THUS AND INCLUDED MITEK REFERANCEPAGEMII.7475 rev, OVIMO15 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing she. �' ■■■ Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabllltyduring construction B the responsibility of the NICK ICI erector. Additional permanent bracing of the overall structure is the responsibility of the Wising designer, For general guidance regarding fabticatlon, quality control, storage, delivery, erection and bracing. consult ANSIRPII Quality Criteria, DSB.B9 and SCSI BoOdiny Component 6904 Parke East Blvd. Safety lnlormatlon ovallabl. from Truss Plate Institute.781N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply PERRY GUEST HOVBE T73909]9 29284 004G HIPGIRDER I 1 o e ce io a East Coast Thus. Ft. Pli FL U946 7.630 a Jul 252016 MITex lnauames, Inc. man Aug m ua:uu:ui zuar Palo, ID:aaMr swTDolP9RdkPx3ihcyk?yE.yu6evgMbT?r2zlunBjfuAVNR_b6ULHEL?V0028yi001 Eva 4d-6-0 T1-5-ta 2-0-0 3x4 = 6x5 = 3x8 = 6.00 12 4 25 26 527 28 1.4 II 3x8M16SHS = 29 8 730 31 32 4.8 M18SHS = 1 �x12 18 33 34 17 35 36 37 16 38 15 3x4 = BelOMl8SHS = 1x4 4x1D = 44 = 2x4 II US ll 1.5-1a LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 10.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-6: 2x4 SP No.1, 6-8: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2'Except• 2.18: 2x6 SP No.2, 15-18: 2x4 SP No.1 WEBS 2x4 SP No.3 •Except• 9A4: 2x4 SP No.2 OTHERS 2x4 SP No.3 5A-12 Suit = 4x4 = 2x4 It 1x4 II 28.11-12 28-1.3 Scale = 1:62.1 CSI. DEFL. in (too) I/deb L/d PLATES GRIP TC 0.81 Vert(LL) 0.3116-17 >999 240 MT20 244/190 BC 0.73 Van(TL) .0.4516-17 -693 180 M18SHS 244/190 WB 0.61 HOrz(TL) 0.08 13 n/a Na (Matrix-M) Weight: 169 Is FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-11 oc purling. BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. Except: 10-0-0 oc bracing: 2-19 WEBS i Row at midpt 5-18 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection. In accordance with Stabilizer Installation Guide. REACTIONS. (Ib/size) 19=1945/0-8-0, 13=1947/0-8-0, 20=0/Mechanical, 21=0IMechanical Max Ho¢ 19=382(LC 30), 20=155(LC 13), 21=-290(LC 29) Max Uplift 19=-1606(LC 8), 13=1604(LC 8) Max Grav 19=2493(LC 29), 13=2508(LC 30) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=423/365, 3-4=-3297/2215, 4.25=-2999/2090, 25-26=2999/2090, 5.26=.2999/2090, 5-27=.4424/2786, 27-28=4424/2786,28-29=-4424/2786,6-29=-4424/2786, 6-30=-4424/2786, 7-30=-4424/2786, 7-31=-4424/2786, 31-32=4424/2786, 8.32=.4424/2786,8-9=-3235/2182, 9-10=468/807, 10-11=-253/239 BOT CHORD 2-19=-175/360, 18-33=-2466/4241, 33-34=-2466/4241, 17-34=-2466/4241, 17-35=.2466/4241, 35-36=-2466/4241, 35-37=.2466/4241, 37-38=2466/4241, 16.38=-2466/4241,15-16=-1650/2571,15-39=-1650/2571, 14-39=.1650/2571, 13-14=-548/381, 12-13=-548/3B1, 10-12=998/609 WEBS 4-18=-697/1078, 5-18=A742/839, Si 7-16=-574/437, 8-16=882/1845, 8-14=.373/338,3A9=-2152/1438,3-18=-1730/2641,9-14=-2046/3154, 9.13=-2397/1600, 11.21=-237/290 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=45ft; Lai save=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panding. 4) All plates are MT20 plates unless othervi indicated. 5) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrenl with any other live loads. 6) • This truss has been designed for a live load of 20,Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 7) Refer to glyder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at )olnt(s) except 61=11b) 19=1606,13=1604. 9) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. IN ��•,,,,,QPaG E N SF`�c�,,�•'i No 68182 / E OF �+ 41 1 NAX-Elo`%% "1/1111111111 Joaquin Velez PE No.68182 Mill USA, Inc. FL Ced 6534 6904 Parke East Blvd. Tampa FL 33610 Date: August31,2015 Continued an Gone 2 ®WARNING -Vearydea/Onporameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE Mll7473 rev. OVIM015 BEFORE USE. 'mow Design valid for use only Wth Mi connectors. This design is based only upon parameters shown, and is foran individual building component. Applicability of design parameters and properincorpomtlon of component 4 responsibility of building designer- not truss designer. Bracing shovm i.Y Is for lateral support of individual web members only. Additional temporary bracing to Insure stability, during construction is the responsiblllity of the IL t�e1.• Mhe 6 erector. Additional permanent bracing of the overall structure is the responsibility of building designer. For general guidance regarding fabrication. quality contra. storage, delivery, erection and booing, consult ANSIAPI1 Duality Crucial,DSB-09 and SCSI BuIlding Component 6904 Parke East Blvd. Safety Information available from Truss Plata Institute, ]BIN. Lee Sfreel, Suite 312, Alexandria, VA 2MI4. Tampa, FL 33510 Job Truss Truss Type oty Ply PERRY GUEST HGUSE T 3BO6T8 29286 Bode HIPGIRDER 1 1 lob Reference (giptionall East Coasl Thus. Ft. Flame. FL U946 r.wu sJui Z. Zeta mnan muum,ua, etc. rvm„ Aug e, v'.vo...w„'." - ID:aaMr swTDojP9RdkPx3ihcyk?yE-yu6evgMbT?(2zlunBjfuAVV✓1_b6ULHEL?V0026yi00i NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 Ile down and 1351b up at 5.11-10, 142111 down and 135 lb up at 8-0-6. 1421b down and 135 1b up at 10-0-6,142111 down and 135 Ili up at 12-0-6, 142 lb down and 135 16 up at 12-11-6, 142 to down and 135 111 up at 14-11-6, 142 lb dawn and 135 IS up at 16-11.6, 142 lb down and 135 Ib up at 18-11-6, and 142 Ib down and 135Ib up at 20-11-6, and 142 Ile down and 135 Ib up at 23-0-2 on top chord, and 551 It, down and 688 Ib up at 5-11-10, 31111 down and 10 Ib up at 8-0-6. 31 Ib dawn and 10 to up at 10-0-6, 31 Ib down and 10111 up at 12-0-6, 31 Ib down and 10 to up at 12-11-6, 31 Its down and 10 Ib up at 14-11-6. 31 Ib down and 10 Ib up at 16-11-6, 31 Ib down and 10 It, up at 18-11-6, and 31 Ib down and 10 Ib up at 20-11-6, and 551111 down and 688 Ib up at 22-11-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=70, 4-8=-70, 8-11=-70, 2-12=-20 Concentrated Loads (Ib) Vert: 4=-50(F)8=-50(F) 18=-203(F) 14=-203(F) 15=-13(F)25=-50(F)26=-50(F) 27=-50(F) 28=-50(F)29=-50(F)30=-50(F)31=-50(F)32=-50(F)33=-13(F)34=-13(F) 35=-13(F) 36=-13(F)37=-13(F)38=-13(F)39=-13(F) OPQU W f v. 4tN NS N�fo/ff 68182 i Joaquin Valez PE No.68182 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2015 � WARNING. Vwlrydaslpnparamelers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 021W015 BEFORE USE. Design valid for use only with Walk connectors. This design is based only upon parameters shown. and is for an Mali bNlding component. �p■� Applicability of design parameters and proper incorporation of component is responsibility of budding designer- not truss designee Bracing shown Sal' Is for laterolsuppod of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the M!Tek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control,storage,delivery, erection and bracing, consult ANSI/SPII Quality Crllerla,DSB-89 and BCSI Building Component 69N Parke East Blvd. Safety Information avallablafrom Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Cry Ply PERRY GUEST HOUSE T]3806]9 29284 605 HIP 1 i I b R f f f II East Coast Truss, FL Plante, FL M946 ,.oav aeu,aoeu,o,nuvn--v on, n�.. ..........a ••••• v ID:asMr swTD0jP9RdkPx3ihey4?yE-vHD0IWOr'/c5m6L2AJ Zz`bNkPrRpByeSpvW70yi009 .1 2 '1d11 zee I1a10I 3-4a 1 1 sgaa 1 3.BA 1 sea 1 zaa I 5-1-7 4-5-10 244 6.00 12 4x6 = 5x5 = 2x4 II 5x6 = Sz10 '"' •' axe 11 243xe 3x6 8a0 12 1.4 11 II 1-3-10 '11-10 3<-0 1-2-0 Scale =1:59.6 LOADING(psp TCLL 20.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141TPI2007 CSI. TC 0.60 BC 0.51 WB 0.79 (Matrix-S) DEFL. in (toe) War Ud Vart(LL) -OV 20-21 >999 240 Vert(TL) 421 20-21 >999 180 Horz(TL) 0.04 17 n/a hire PLATES GRIP MT20 244/190 Weight: 184 lb FT=20% 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 OTHERS 2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer REACTIONS. (lb/size) 23=1070/0-8-0, 17=1245/0-8-0, 15=567/0-8-0, 24=-0/Mechanical, 25=-0/Mechanical Max Horz23=310(LC 14), 24--137(LC 13), 25=113(LC 13) Max UpIdt23=-482(LC 8), 17=447(LC 8). 15=-345(LC 8) .Max Grav 23=1246(LC 13), 17=1316(LC 13), 15=708(LC 14) FORCES. (Ib) - Max. Comp./Max, Ten. -AII forces 250 (Ib) of less except when shown. TOP CHORD 2-3=-155/277, 3-0-1106/410, 4-5=A446/548, 5.6=-803/364, 6-7=•709/397, 7-8=431/353,8-9=467/350, it-12=-102/386 BOT CHORD 22-23=-278/144, 21-22=-259/1124, 20.21=-379/1418, 19-20=-35/676, 18-19=0/297, 12-14=-429/111 WEBS 4-22=-728/205,4-21=-225/740,5-20=-800/367, 7-20=.86/515, 7-19=-661/182, 8-19=-133/695, 8-18=.634/46, 3-23=.1093/489, 3.22=.401/1138, 9-18=.83/725, 9-17=-1102/476, 11-15=-626/534 FVFC NOTES. `��`Q11111 WN •"' 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsY BCDL-3.Ops1; h=15ft; B=45H; L=29ft; eave=4ft; Cal. II; �� �P;.• '�- ,� J •• $'•.? G E N Exp C; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch right V F exposed; Lumber DOL=1.60 plate grip DOL-1.60 NO 68182 • •; 3) Provide adequate drainage to prevent water pending. Z* : * L 4) All plates are 3x4 MT20 unless otherwise Indicated. �, 2 �• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tall by 2-0-0 • LC C 6) • This truss has been designed for a live load of 20,Ops1 on the bottom chord in all areas where a rectangle 3-6-0 wide will .•q.'0 j �� fit between the bottom chord and any other members, with BCDL = 10.Opsf. •• E OF 1 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Itsuplift at Juint(s) except (jt=1b) 23=482, 1� r P . �1�� i, O R t , 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum �� ' O N A -E�t%%* sheetrock be applied directly to the. bottom chord. ��Off f { 1111 {P{ Joaquin Velez PE No.68182 MiTek USA. Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: August31,2015 ®WARNING. VeHlyde9erp4ramarere end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGCMII.7473 roy. OV1642015 BEFORE USE. R Design valid for use only Win Mnek connectors. This design is based only upon Parameters shown. and is force Individual building component. AppllcoblliN of design parameters and proper ieeomoralion of component s responslbitly of building designer- not truss designer. Bracing shown q V ■■ Is for lateral supped of lntlivltluol web member only. Additional temporary bracing to Insure stability during construction is the responsibility of the Additional bracing of the overall structure is the respansiblllty of the bullding designer. For general guidance regarding BVB Il Mew erector. permanent fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Ouall CrBedo,DSB-89 and BCSI Bueding Component 6904 Parke East Blvd. Safelylnformallon ..liable lromirms Plate lnultule,781N. Lea Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dly Ply PERRY GUESTHOUSE T7300680 29200 BassHIP 1 1 o tie I East Coast Truss, FL Reri FL U946 7.5305 Jul 232015 run en movement. I. man nog 4, ve...ve ear a reps, ID:aaMr gUc swTDojP9RdkPx3ihcyk7yE-NTnmXiOTmwDdMssCbrASXpp60YCnhTf4fTyi00f ' r i - - 1 , Da I . - I 27a-z z.De 1-}ta 3d0 1-t1a s.w sea era zaa 2-11-6 aa-t1 t-stB 2-0E 6.00 F12 4x8 = 1.4 II 4x8 = 2x4 II 5xB = 3x8 11 ago 12 34 11 251x4 II 1.4 II 1-3-10 '11-10 LOADING (psD SPACING- 2-0-0 CST. TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 TCDL 15.0 Lumber DOL 1.25 SC 0.81 BCLL 10.0 ' Rep Stress Incr YES WE 0.54 BCOL 10.0 Code FBC2014fTP12007 (Matrix-S) 2e-11-12 28-12 1-114 score a 1:59.1 DEFL. In (lot) I/den L/d PLATES GRIP Vert(LL) 0.08 22 1999 240 MT20 244/190 Vert(TL) -0.19 21-22 >999 180 Horz(TL) 0.05 18 n/a n/e Weight: 18116 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid tailing directly applied. WEBS 2x4 SP No,3 FWiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer REACTIONS. (lb/size) 24=1009/0.8-0, 18=1418/0-8-0, 16=456/0-M, 25=0/Mechanical, 26=0/Mechanical Max Hoe 24=481(LC 14), 25=328(LC 13). 26=147(1-C 13) Max Uplgt24=459(LC 8), 18=-513(LC 8), 16=-303(LC 8) Max Grav 24=1178(LC 13), 18=1512(LC 13), 16=604(LC 14) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1551349, 2.3=.725/201, 3-4=-1035/388, 4-5=-1492/560, 5-6=-788/357, 6-7-1 7-30=.446/336, 8-30=446/336, 8-31=-441/333, 9.31=.441/333, 9.10=-330/294, 10-11=-14/485,11-12=.69/375, 12-13=-289/425 BOT CHORD 2.24=-328/1077, 23-24=-202/862, 22-23=.224/976, 21-22=-327/1360, 20-21=-22/638, 18-19=-426/204,17-18=-426/204,16-17=426/204, 15-16=-426/204, 13-15=.426/204 WEBS 4-23=-524/173, 4-22=-161/644, 542=-8/274, 5-21=-812/340, 7.21=-112/516, 7-20=-551/142, 3-24=-760/367, 9.19=-682/71, 9-20=178/778, 10-19=-135/872, 10-18=-1261/539, 12-16=-571/513, 1-25=328/176 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; hall 5ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x4 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 ps1 bottom chord live Iced nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.01 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 SCOT. = 101 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except atoll 24=459, 18=513,16=303. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and W gypsum sheetreck be applied directly to the bottom chord. No 68182 O: E OF :�44/Z *ORI'D C,��• .��It�pNA; S %%`� Joaquin Vela PE No.68182 MiTek USA. Inc. FL Carl 6634 6904 Parke East Blvd. Tampa R.33610 Dale: August 31,2015 AWARNING. Verity design p.mmesene end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE NII.7473 my. QVIM015 BEFORE USE. sesses Design valid for Use only with Mnek connectors, This design Is based cry upon parameters shaves, and Is for an Indlvidual building component. �`{■� Applicabity, of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shoyes Is for lateral supped of lndill vreb members only, Adtlltlonal temporary bracing to Insure stability duMg construction is the responslblll of the MiTek' erector, Additional permanent bracing of the overall structure is the responsibility of the building designee For general guidance regarding fabrication, quality control,storage,delivery, erection and bracing. consult ANSILl Guellty Creole, DSB-09 and SCSI Building Component 69N Parke Fast Blvd. Safety Information ovalloble ham Truss Plate Institute,781 N. Lee Street, Suit. 312, Almoner., VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply PERRY GUEST HOUSE T738C681 28284 BW HIP 1 1 b. East Coast Truss, Ft. Pierce, FL U945 r.oav aew 1.no, ........... ... IoaaMr swTDcjP9RdkPx3ihcyk?yE-rfL912P5XDLUSeBZOZjgKOgifDYOHBIW7OdBvyiOOe rz-se 11-a-m 1 a<a Jls3-a zaa1 15 9in33-8-113 z1.-5-io 2-04 Scale=1:59.1 9.00 12 5x5 = ix4 5x5 =34 11 316 II 5w = Sou 112 See = axe II 252.4 II 1x4 11 axe 11 3-11 8 D1.10 Plate Offsets (XY1 f1016001211201150-4.01 1702 80-2-011100280241 11402300121 115:0.1-50.3-101120'0.6-00-2-811230-6-00-2-81 LOADING(psf) SPACING. 2.0.0 CSI. DEFL. In foal Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Veri .0.08 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Ven(TL) -0.20 17-19 >478 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.39 HOrz(TL) 0.05 19 1 n/a BCDL 10.0 Code FBC2014/(PI2007 (Matrix-S) Weight: 177 lb FT-20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer REACTIONS. (lb/size) 24=985/0-8-0, 19=1465/0-8-0, 17=432/0-8-0, 25=0/Mechanical, 26=-D/Mechanical Max Hon: 24=324(LC 14), 25=144(LC 13), 26=.167(LC 13) Max Uplift24=449(LC 8), 19=.534(LC 8). 17=-291(LC 8) Max Grav 24=1156(LC 13), 19=1550(LC 13), 17=576(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 Ill or less except when shown. TOP CHORD 2-3=-176/321, 3-4=.10181386,4.5=.1494/488,5-6=-1435/508, 6-7=.1522/623, 7.8=.8321396, 8-30=.821/388,30-31=.821/388,9-31=-821/388, 10-11=-136/326, 11-12=-35/512, 12-13=.74/397, 13-14=-296/448 BOT CHORD 23-24=.356/192, 22-23=-239/955, 21-22=.101/920, 19-20=.431/258, 18.19=-467/220, 17-18=.467/220, 16-17=-467/220, 14-16=467/22D WEBS 4.23=-533/221,4-22=-2/412,6-22=-282i212,B-21=.263/161, 9.21=-203/935, 9-20=-791/276, 3-24=-996/437, 3-23=-423/1137, 7-22=-316/867, 10-20=-351/960, 11.19=.882/588, 10-19=-790/139, 13-17=515/493 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=1511; B=45ft; L=290; eave=4ft; Cal. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right exposetl; Lumber DOL-1.60 plate grip DOL=1.6D 3) Provide adequate drainage to prevent water parading, 4) All plates are 3x4 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 pet 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 3.6-0 tall by 2-04 wide will 6l between the bottom chord and any other members, with SCDL = 10.0psf. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnl(s) except Ut=1b) 24=449, 19=534,17=291. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 0 I N i No 68182 E OF .� P,*��` �/�/11111111\l Joaquin Velez PE 110.68182 Mil USA, Inc. FL Cen 6634 6904 Parke East Blvd, Tampa R.33610 Date: August 31,2015 ®WARNING - Varllx design panmalan and READ NOTES ON THIS AND INCLUDED Ai1TEl ( REFERANCE PAGE MII-74T3 raw OV I M015 BEFORE USE. Design valid for use only with Wei, connectors. This design B based omy upon parameters shown and is for an Individual building component. Appllcablriry of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of lndlvldual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage,delivery, erection and bracing. consult ANSIRPII quality Crada,DSB-09 and BCSI Building Component 69N Parke Fast BIM. Safety Information available from Truss Plate Institute,781 N. Lee Street, Suite 312, Alexandra, VA 2MI4. Tampa, FL 33610 Job Truss Truss Type Cry Ply PERRY GUEST HOUSE TIJ80882 20284 B08 ROOF SPECIAL 1 1 J bRf (ptI I1 East coaal Ti If. Yleme, i IPPM I. —.—an aura nu,e"........... .."............v^­__._.-_._.-e-. 10:aaMr swTDcJP9RdkPx3ihcyk?yE-ri2TvgjRM3rbChyLxY IlPpm SOOG113UDNRtkGoyiOOc 21"f I I�i '" -- n.az ge-n-+zl 31As 2. 1.1 It 3J-0 441 1Ed 164 1.2d 3-zA 4-7A ed-0 1.8-10 2-09 dt 8.00 12 4x4 = 1x4 II 1.4 II 7 8 axe 11 5x8 = a.w I" 5x5 = 3xB = axe I 272x4 11 1x4 I axe II 1-3-10 a.,1.10 3 0 3 2-B 44A 0.10.+0 Scale-1:60.2 Plate Offsets (X Y1 f1 0 1 10 0 3 41 12 0 1 15 0 4-01 f12 0 3 6 G-2 31 114 0 2 3 0 1 O1 f15'0 1 9 0 3 111 121'0-2-8 0-2-41 125.0-6-0 0-2-81 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.49 Vert(LL) 0.05 24 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.12 24-25 >999 180 BCLL 10.0 ` Rep Stress lncr YES WB 0,57 Horz(TL) 0.06 20 n/a We BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 183 Is FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MITek recommends that Stabilizers end required cross bracing be Installed during truss erection. In accordance with Stabilizer REACTIONS. (Ib/size) 26=953/0-8-0, 20=1633/0-8-0, 17=297/0-8-0, 27=0/Mechanical, 28=0/Mechanical Max Horz 26=321(LC 14), 27=-144(LC 13). 28=-164(LC 13) Max Uplift26=-441(LC 8). 20=-586(LC 8), 17=-248(LC 8) Max Grav 26=1099(LC 13), 20=1763(LC 13), 17=398(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-181/338, 3-4=-938/375,4-5=-1327/445,5-6=-1258/463,6-7=-1352/587, 7-8=-939/471, 8-9=-968/429,9-32=-633/363, 10-32=-633/363, 10-11=-86/811, 11-12=-86/811, 12-13=-128/644, 13-14=-316/592 BOT CHORD 25-26=-348/202, 24-25=-228/913, 23-24=24/719, 22-23=-124/678, 19-20=.679/262, 18-19=-599/266, 17-18=-599/266, 16-17=-599/266,14-16=-599/266 WEBS 4-25=-490/218,4-24=0/320,6-24=.302/228,7-24=-338/923, 7-23=-151/266, 9-23=01299, 9-22=-804/256, 10-22=-234/874, 3-26=-944/425, 3-25=-423/1087, 10-20=11831419, 12-20=-777/300, 13-17=-507/404 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=45ft; L=29N; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 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 3-6-0 tall by 2-0-0 wide will 0t between the bottom chord and any other members, with BCDL-10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at Joints) except Gt=1b) 26=441, 20=586,17=248. 9) This truss design requires that a minimum of 7/16" sWctural wood sheathing be applied directly to the top chord and IN gypsum sheetrock be applied directly to the bottom chord. PQUIN 1 V�III.��, ham.` �•.�kGENSF:? �'.. No 68182 E OF :��� .,0•R;,� O� tONA� V010 �/11111111% Joaquin Velaz PE No.68182 MITek USA, Ina FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date; August31,2015 ®WARNING •Vvlrydeslgn peramerve and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev, OVIV2016 BEFORE USE. ■ Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation Of component is responsibility of building designer- not truss designer, Bracing shown Is for lateral support of Individual web members only, Additional temporary bracing to insure stability during construction a the responsibility of the erector. Additional permanent bracing Of the overall structure Is the responsibility Of the building designer. For general guidance regarding MiTek- fabrication, quality control,storage, dalvery, erection and bracing. consvll ANSIPPII Quality Cried,DSO-89 and BCSI Building Component Safety Information amilable from Truss Plate Institute,781 N. Lee Street, Sulte 312, Alexandria. VA 22314. e9N Parke East Blvd. Tempe, FL 33610 Job Truss Truss Type Dry Ply PERRY GUEST HOUSE T/3BB6B3 29284 809G ROOF SPECIAL GIRDER 1 1 a ee a East Coast Trues, Ft. Plane, FL U946 7.630 8 Jul ID:aaMr SwTDo)P9RdkPx3ihc 1av-u I 14.1-z Iiss1o115az1 19.1D2 i 22: 3d1 166 1-28 I-2-0 3+0 1 6.00 F12 4x4 = 1-5.I0 ' 2-0E 3x6 11 s.. = 6 00 12 Sx5 = ball = 4x4 — 3x6 II 26 2.4 11 34 II tx4 II 28-1142 261-2 IME. Scale=1:60.2 LOADING (part TCLL 20.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber00L 1.25 Rep Stress Incr NO Code FBC2014RPI2007 CSI. TC 0.46 BC 0.33 WB 0.50 (Me trix-M) DEFL. in (too) filer L/d Vert(LL) 0.04 23 >999 240 Vert(TL) -0.09 22-23 >999 160 Holz(TL) 0.04 19 Na n/a PLATES GRIP MT20 244/190 Weight: 183111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer Installation gulde REACTIONS. (Ib/slze) 25=949/0-8-0, 19-2121/0-8-0, 16=547/0-8-0, 26=-0/Mechanical, 27=-0/Mechanical Max Hom 25=249(LC 14), 26=144(11LC 29), 27=-81(LC 6) Max Uplift25=435(LC 25), 19-1091(LC 8), 16=404(LC 8) Max Grav 25=1110(LC 13), 19=2201(LC 31), 16=614(LC 30) FORCES. (Ile) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2-3=1711306, 34c-915/351, 4-5=1313/496, 5-6=-782/373, 6-7=-805/374,- 7-8=-730/356, 9-10=299f1015, 10-32=-299/1015,11-32=-299/1015, 11-12=-529/762, 12-13=-234/512 BOT CHORD 24-25=-2541147, 23-24=-234/945, 22-23-270/1218, 21-22=-147/648, 20-21=-83/389, 19-33=679/585, 18-33=-679/585, 17-18=251/179, 16-17=-251/179, 15-16=-2511179, 13-15=-574/264 WEBS 4-24--539/202, 4-23=70/420. 5-23=591343, 5-22=-625/253, 6-22=1811459. 7-21=-2731145, 8-21=1401561, 9.20=-212/707, 11-18=-390/660, 3-25=956/437, 3-24=-373/1010, 10A9=-304/215, 11-19=1406f/70, 12-18=-481/393, 12.16=-5291428, %0t,11111111111 Vj(, Ili 8-20=-8081256, 9-19=-12841492 ,,��OPQUIN � .• �OENS'' �' �•� NOTES- �P �' �•••• �� 1) Unbalanced roof live loads have been Considered for this design. NO 68182 r • ••, 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsY BCDL=3.Opsf, h=15ft; B=45ft; L=29ft; eave=4ft; Cat. II; * : ExP C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 —0 • Q 3) Provide adequate drainage to prevent water pending, E O F dt/ 4) All plates are 3x4 MT20 unless otherwise Indicated. i O ' 44/ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, in 3-6-0 tall by 2-0-0 wide will 10 6)' This truss has been designed for a live load of 20.0ps1 on the bottom chord all areas where a rectangle fit between the bottom chord and any other members, with BCDL = 10.Opsf. O R(j; , •.. I , 7) Refer to girder(s) for truss to truss connections. �i,1j�� N A�-E 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jI=ID) 25=435, 1�1 711111/1 19=1091,16=404. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 10) Hanger(s) of other connection device(s) shall be provided suit clent to support concentrated load(s)141 Ile down and 142111 up at Mlfak USA, Inc. R.Cert 6634 21-0.14, and 138 Ile down and 132 Ile up at 23-1-10 on top chord, and 321b down and 95 to up at 21.0.14, and 614 lb down and 451 lb 6904 Parke East Blvd. Tampa FL 33610 up at 23-1-10 on bottom chord. The design/selection of such connection devices) Is the responsibility o1 others. Date: August 31,2015 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued On oage z ®WARNING -Verity d.Vgn Final and READ NOTES ON MS AND INCLUDED MITEK REFERANCE PAGE MIA ha. 02/1N2416 BEFORE USE. ■R Design valid for use only with N9fek conneclors. This design is based only upon parameters shovm. and is loran individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual wale members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the RqI�®1.• LYt Il erector. Additional permanent bracing of the overalldructun, is the responsibility of the building designer, For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/IPII Quality Crifial DS5-89 and BCSI Buirding Component 69U Parke Esd Blvd. SafoWnformaflon avoibble Bomrruss Plate Institute, 761N. Lee Street, Suite 312, Alexandra, VA 22314. Tamp., FL 33610 Job Truss Truss Type City Ply PERRY GUEST HOUSE 773110683 29284 B09G ROOF SPECIAL GIRDER 1 1 t' East Coast Tuna. Ft. Plerce, FL U946 7.630 a Jul 282015 MRek Industries, Inc. Mon Aug 31 d9:uu:w 3uro rage a ID:aaMr swTDojP9RdkPx3ihcyk7yE-jObfaPScbSI GVKfPomUErROc%hO OWglMrK0yi00e LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Inuease=1.25 Uniform Loads(plf) Vert: 1-6=70,6-8=-70,8-11=-70,11-14=-70,2-24=-20,23-24=-20, 21-23=-20, 20-21=-20, 15.20=-20 Concentrated Loads (Ib) Veil: 11=46(8) 18=-614(B) 32=-55(B)33=-19(B) `�Il1I I I I i It1 oPQU1N VE�,��� .�.GENSF•� '. No 68182 Tgq Joaquin Velaz PE No.68182 MRek USA, Ina FL Ceft 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2015 AWARNING -Verily design Panmelen and READ NOTES ON TWS AND INCLUDED MITEK REFERANCE PAGE MII-IQ] rev. 021102e15 BEFORE USE. Design valid for use only Win MRek connectors. This design b based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of burning designer- not truss designer. Bracing shown Is for lateral support of Individual vreb members only. Additional temporary bracing to Insure slabllltydudog construction 6 the responslblllilyclthe erector. Additional permanent bracing of the ovanan structure Is the responsibility of the building designer. For general guidance regarding MiTek' fobdmtion, quality control storage, delNery, erection and bracing. consult ANSI(IPII Guoaty Cill DSO.69 and SCSI Building Component Safety Information available from Two Plate fnsillate.781N. Lae Steal, Suite 312. Alewhaft VA 22314. 69N Parke Ee51 Evil Tempe. FL 33610 Job Truss Truss Type Dry Ply PERRY GUEST HOUSE T7380004 29284 BID Roof Special 1 , bRf (pf I) East Caen Tmss, It. I'll 1-L:+aace ,„Px3ih..yk?y..I.,..o.T...-.mz ,...-..._....-•-.--__.-_-_ _r0t ID:eaMr_swTDojP9RtlkPz3ihcyk7yE-r-A-1. TEMmzn10-2-2 6J71ROfFEA4ySVg3P60t7yi00Z �_ lsds 1s-0-19 zo-zz r2-0a 11a1a 1 3d-0 11-zu I tal a9d a04 11-z-0 3x4 e.00 12 4.4 = wro II Oze _ a.a 3x6 11 e.Do F12 2x4 1.rm o-nno 18810 Scale =148.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.23 13-14 >994 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(Ty -0.62 13-14 -365 180 BCLL 10.0 ' Rep Stress Incr YES WE 0.42 Hon (TL) 0.05 11 We n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 1231b FT=20% LUMBER - TOP CHORD 2x4SPNo.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 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 REACTIONS. (Ib/size) 11=827/0-8-0, 16=1118/0-8-0, 17=-0/Mechanical Max Horz 16=330(LC 7), 17=-128(LC 13) Max Uplift 11=-335(LC 8), 16=-487(LC 8) Max Grav 11=890(LC 15). 16=1254(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=170/284, 3-4=-11331427, 4-5=1535/552, 5-6=-16441666, 61583/695, 7-8=1705/743, 8-9=-1583/597 BOT CHORD 15-16=-292/128, 14-15=-310/1250, 13-14=-2231914, 12-13=-374/1296, 11-12=347/1096 WEBS 4.15=-887/225, 4-14=-134/739, 5-14=-296/211, 7-14=.267/840, 7-13=328/951, 8.13=-310/218, 3-16=-1086/491, 3-15=-437/1185,9-12=-623/152, 9-13=-112/630, 9-11 =-1 249/473 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wiind: ASCE 7.10; Vuhot 70ni (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=34fasY h=15ft; B=45ft; L-241t; eave=411; Cat. II; Exp C; Encl., GCpi=0.18: MVVFRS (dlrectloni Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will 6l between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 01=1b) 11=335, 16=487. 8) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and h° gypsum sheetrock be applied directly to the bottom chord. OPQON fVFW .` GENS••� '. No 68182 ' -AE OF TfU: p : CV �� p : � �• iff OR it gyp N% Joaquin Velez PE N0.68182 MITek USA, Inc. FL Cert 6634 6984 Parke East Blvd. Tampa FL 33610 Date: August 31,2015 ®WARNING-Valry dipammelna end READ NOTES ON THIS AND INCLUDED All REFERANCE PAGE MII•]IArov. 8Y18/3p18 BEFORE USE.• Design valid for use only Win Mnek caemecton. This design Is based only upon parameters shown, and Is for an Individual building component. Incorporation of component B responsibility of building designer not truss designer. Bracing shown Applicability of design parometers and proper Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during constmctlon is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibllily of the building designer. For general guidance regarding fabrication. quality control, storage, all erection and bracing, consult ANSI/IPII Quality Critada, DSB-09 and BCSI Bulldlog Component 69N Parke East Blvd. Safety Information available from True Plate Institute. ]e1N. Lee Street, Suite 312, Alexonddo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply PERRY GUEST HOUSE T7380685 29284 Bit Roof Special 1 1 Job ales fo East Coast Truss, Ft. Pierce, FL 34B46 r.caaa...... I. ,.,,m.,,,— .. w.. I—..........---.-.-,_. ID:aaMr. swTDojP9RdkPx3ihcyklyE-Bd82a.rEMmznYP4WD6J71ROXCE7jyQ7g3P6017yi00Z s 1ea-t2 zo-z-z r.ns Ito-m I bat I sea � 7-n.1z tea does= 6.00 12 4 II Style=1:45.7 LOADING feet) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Verl -0.11 10-12 >999 240 MT20 2441190 TCOL 15.0 LumberDOL 1.25 BC 0.92 Ven(TL) -0.3010-12 >751 180 BCLL 10.0 ' Rep Stress Incr YES WE 0.57 Horz(TL) 0.04 9 n/a n/a BCDL 10,0 Cade FBC2014,71`12007 (Matrix-S) Weight: 106111 FT=20°/ 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 calling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer installation guide, REACTIONS. (lb/size) 9=842/0-8-0, 13=1103/0-8-0, 14=-0/Mechanical Max Hom 13=511(LC 14), 14=-411(LC 13) Max Uplift9=-341(LC 8), 13=-481(LC 8) Max Goal 9=919(LC 14), 13=1234(LC 13) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-218/433, 2-3=-940/267, 3-4=-1251/531, 4-5=.1029/434, 5-6=-931/462, 6-7=-10791440, 7-8=11541458, 8-9=-1002/317 SOT CHORD 2-13=-519/1361, 12-13=-351/1168, 11-12=444/1194, 10-11=-444/1194 WEBS 4.12=.265/194,6-12=-70/440,7-12=452/269,7-10=.899/496, 8-10=-618/1630, 3.13=.817/517, 1-14=-41 V246 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=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) This truss is not designed to support a ceiling and Is not Intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water pending. 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 3-6-0 tall by 2.0-0 wide will fit between the bottom chortl and any other members, with BCDL = 10.Opsf. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) except Qt=1b) 9=341, 13=461, 9) 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. ' No 68182 L OR1�?�N' Joaquin Velar PE No.68182 Ill USA, Inc. FL Dert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August31.2015 ®WARNING. Verlry design paramee mis and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE Mll-7473 no, eVII BEFORE USE. ' Design wild for use onN with Mri connectors. This design Is based any upon parameters shovm. and Is for an IndivIduol building component. Applicobllity, of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty, of erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general seldance regarding M!Tek' fabrical quality, control, st..ga,delivery, erection and bracing. consult ANSI/I711 Quality Corona,DSB-09 and SCSI BaIlding Component Safety Information available from Truss Plata Institute, 710N. Lea Street, Suite 312, AIaxontlria. VA 22314. 6901 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Piy PERRY GUEST HOUSE T]]aW86 292U B12 Hip 1 1 b le i I EeslcoastTruss, FL Pierce. FL U946 7.00 a Jul 2a 2015 Win, lndueN9e, Inc. Mon mg m us:Uua r znro Pager ID:aaMr swTDojP9RdkPx3ihcyk yE-gpi075Us736eWinggEafv4GdT-tWpl3ryPZyi00Y 1 56-0 ' 2-0a I toao I ina I 4$9 1-241 I Bra I a7=u 3x4 3x8 II 04 = 6.00 F12 4xB = Scale-1:42.7 o-n-tg tp o- a aaa t-za 9oa Plate Offsets f%Y1 1101 20-3-7112'0.2-00.2-01 f7.0.5-80.2-01110'0-6-1 Edo 1112'0.3-00.3-01113'0.2-120-0-e1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Wall Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.10 12-13 >999 240 MT20 244/190 TCDL 15,0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.24 12-13 >927 180 BCLL 10.0 ' Rep Stress III YES WB 0.15 Hoa(TL) 0.04 10 We Wa BCOL 10.0 Code FBC20141TPI2007 (Matrix-5) Weight: 1161b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP Na.2 BOTCHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Right 2x8 SP 12-0-0 REACTIONS. (lb/size) 10=864/0-8-0, 13=1095/0.8-0, 14=.OtMechanical Max Hom 13=455(LC 14), 14=-400(LC 13) Max Uplift 10=350(LC 8), 13=477(LC 8) Max Grav 10=9691LC 14), 13=1228(LC 13) FORCES. (to) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 1-2=-216/424, 2-3=-936/279, 34=-12331529, 4-5=-1003/418, 5-6=-965/447, 6-7=-862/460, 7-8=-998/456, 8-9=-12221529, 9-10=-475/78 BOTCHORD 2-13--519/1335, 12-13=-372/1142, 11-12=-191/901, 10-11=-363/1020 WEBS 6-12=45/270, 7-11 =-1 061307, 8-11=-274/204, 3-13=-786/491, 1-14=-400/244 Structural wood sheathing directly applied. Rigid ceiling directly applied. Mirek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouldo. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Wh=170mph (3-second gust) Vasil =1 32mph; TCDL=9.Opsf; BCDL=3.Ops1; liSft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpl=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) This truss is not designed to support a calling and Is not intended for use where aesthetics are a Consideration. 4) Provide adequate drainage to prevent water pleading. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL = 10.Opsf. 7) Rater to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=lb)10=350, 13=47T 9) This truss design requires that a minimum of 7/15' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. `�P�C E N UIN 3 C�c` No 68182 iu O: dCTE OF .'4u i u P'=C O l3 10 N,�� Joaquin Vela PE N0.68182 M1Tek USA, Inc. FL Cart 6634 6904 Parke Fast Blvd. Tampa FL33610 Date: August 31,2015 ®WARNING. Verify deslga Peramesam and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-047] ray, 0Li8/9015 BEFORE USE. Design valid for use only Win Wall connectors. This design is based only upon parameters shovm, and is for an individual building component. Applicabllity, of design commissions and proper Incorporation of component is responsibltly of bullring designer- not truss designer. Bracing shown ����YY■ -•Y� Is for lateral support of individual web members only, Additional temporary bmang to Insure stability during construction Is the responsibility of the MiTek' erector. Addltlonal permanent bracing of the overall structure Is the responsibility of the bulltling designer, For general guidance regarding fabrication. c llty control, storage, delivery, erection and bracing. consult ANSLTPII Quality Cdlorla,D5B-8S and BCSI Building Component es" Parke Easl Dlvd. Sotetylntormallon available from Truss Plate Institute,781 N. Lea Street Suite 312, Alexandria, VA 2MI 4. Tampa, FL 33610 Job TM55 Truss Type Oty Ply PERRY GUEST HOUSE T73608BT 29284 813 Hip 1 1 I Job Refic (opionall East coast Trues, Ft. Fields, rL Most, r.oave—ase.,onw—nrvumI—. I ....... —.......-.... .-•-. ID:aaMr swTDojP9RdkPx3ihcyk7yE-87GoDRVUuNEVnjEvKXLT6sTsk1rhOPpyXjbVx7yi00X 1g-mz z1.1-t2 �7zU ' 21'1 1s-za 1 e-e-o to-tn a -to can %38 Scale=1:43.1 4x8 = 4xe = q 11 3x4 = 3x4 = 5x8 3x8 11 011-10 zt-1.tx ' No a B a- LOADING(psf) TCLL 20.0 TCDL 15.1) BOLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip.DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141TPI2007 CSI. TO 0.84 BC 0.82 WB 0.18 (Matrix-S) DEFL. In (loc)/dell Lld Vert(LL) 0.09 10-12 >999 240 Vert(TL) -0.20 10-12 >999 180 HOR(TL) 0,04 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 981b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied. BOT CHORD 2x4 SP ND.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 13-110310-8-0, 9-103310-8-0, 14=4/10echanical Max Hom 13=459(LC 14), 14=-364(LC 13) Max Uplift 13=478(LC 8), 9=481(LC 8) Max Grav 13=1247(LC 13), 9=1121(LC 14) FORCES. (Ib) - Max. Comp.lMax. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1-2=-147/391, 2-3=-934/152,3-4=-12131456,4.5=-1041/477, 5-6=-1238/459, 6-7=-993I867 BOT CHORD 2-13=-34211291, 12-13=-17411088, 11-12=-172/1094, 10.11=-172/1094, 9.10=177/1036, 7-9=1231/1036 WEBS 3.13=-919/559, 6-9=818/597, IA4=-364/166 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exit C; 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) This truss Is not designed to support a calling and Is not intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been desfgned for a live load of 20,Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=lb)13=478, 9=481. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and W gypsum sheetrock be applied directly to the bottom chord. ON r VET44.1 No 68182 ' = *:•Xv *r Joaquin Velez PE NO.68182 MITek USA, Inc. R. Cori 6634 69D4 Parke East Blvd. Tampa R. 33610 Date: August 31,2015 ®WARNING •V-dy design parameters and READ NOTES ON This AND INCLUDED MITER REFERANCE PAGE Mll-7I73 rev. OVIM015 BEFORE USE. Design valid for use only with Wok connectors. This design Is based only upon parameters shownr and is for an Individual building component. ��• Applicability of design Parameters and proper incorporation of component is responsbllity of building designer- not truss designer, Shooing shown Is for lateral support of Individual web members only, Addlnonal temporary bracing to Insure stability during construction is the responsiblllity, of the MiT®k• erector. Addltlonal permanent bracing of the overall structure Is the responsibility of the building designer. For general all regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI11 PI1 Dually Create, DSB-89 and SCSI Building Component 69N Paine East Blvd. Safety lnoirmllon available from Truss Plot. Instltute,781 N. Lee Street, Suite 312, Alexandrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply PERRY GUEST HOUSE P380698 29284 B14G Hip Ginter 1 1 ID:aaMr-swTDaJPGRdkPx3ihcyk7yE40OYd7WIP-OC1 i NHSyOxBHYGrrZOu8EF 04cOuyi00V I I _ I I.S.12 z-0a 2.OE fa10 2A.14 'z-3-z boa 4-74 za-z zs-14 iota z-0a Scale -1:470 4x8 = 1.4 II 4xe = 6 22 23 6 24 25 7 6.o0 12 3x4 q 3x4 J 4 8 3 e 6.5 5.5 O )y 1 0 11 d ir'1 51 1 20 18 17 29 2] 1B 28 15 29 19 14 13 12 114 'S11 toxic = 71e = 6x6 = 3x8 = 4x4 = axe = TAB sss- 2.4 3xB II IN10 - 2x4 II t.atB 21-1-12 o-n.to zeal me a.100< 24-14 2-32 4a< 4-r.a 0- 0 zsz p x pan Plate Offsets fX YI 11 0 2 7 Edge1 l2 0-3-0 0 4 01 15*0-5 4 0 2 01 17:0 5-0 0 2 01 f10 0 3-0 0-4-01 111 �0-2-7 Edael 112O-5-0 0-8-91 119:0-5-0 0-8-91 LOADING(psT) SPACING- 2-0-0 CSI. DEFL. In floc) Itself Ud PLATES GRIP TCLL 20.0 Plate Grip DOLL 1.25 TC 0.60 Vert(LL) 0.14 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.20 16.17 >999 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.89 Horz(TI.) 0.06 12 me n/a BCDL 10.0 Code FBC2014/7PI2007 (Matrix-M) Weight: 131 to Fir =20% LUMBER. BRACING. TOP CHORD 2x4 BP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 2x4 Be No.3 MRek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP 1No.3 be installed during truss erection, In accordance with Stabilizer REACTIONS. (Ib/size) 19=2034/D-8-0, 12=2048/0-B-0, 20=-OlMechanlcal, 21=-0/Mechanical Max Harz 19=201(LC 17), 20=.157(LC 13), 21=209(LC 25) Max Uplift 19=1218(LC 8), 12=-1226(LC 8) Max Grav 19=2200(LC 29). 12=2215(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Its) or less except when shown. TOP CHORD 2-3=264/393,3-4=-2326/1380,4-5=-2783/1730, 5-22=-303711879, 22-23=.3037/1879, 6.23=.3037/1879,6-24=.3037/1879,24-25=-3037/1879, 7-25=-303711879, 7.8=2761/1717,8-9=-2270/1348, 9-10=-235/450 BOT CHORD 18-19=-288/178, 17-18=-1089/2025, 17-26=-1362/2476, 26-27=-1362/2476, 16-27=-1362/2476, 16-28=-1350/2409, 15-28=1350/2409,15-29=-1350/2409, 14-29=-1350/2409, 13-14=-1060/1927, 12-13=-441/285, 10-12=447/286 1/536 WEBS 5-17=-334/561,5-16=-355/696,6-16--526/429, 7-16=-369/722, 7-14-32 3-19=-1983/1153,9.12=-202611178,4.17=.370/589,4-18=-663/423, 3-18=-1319/2322, , BTEtf fff'l Q �I , 8.14=-387/630, 8-13=-703/446, 9-13=-1399/2464 �OP(�U(N Vi`z J*.-O NOTES. ,� J ............ ' SCE N$•• �� I 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; risit; B=45ft; L=241t; save=4ft; Cat. II; NO 68182 i ••t Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; antl vertical left and right exposed: Lumber DOL=1.60 * : ,k plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond Ing. live loads. • ; 4) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrenl with any other 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 +'D •• E OF : fit between the bottom chord and any other members, with BCDL = 10.0psC �iIij 0 1) Q'• 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Ut=ib) O Imo. • .. >,.. �G• , % ��1I , , 8) Semi r gid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. .N pt` t f f f 1 tLT, �111111111 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1461b down and 144111 up at Joaquin Velaz PE.No.68182 5.11.10, 146 lb down and 144 Its up at 8-0-6, 146 lb down and 144 to up at 10-0-6, 146 lb down and 144 Its up at 11-1-6, and 14616 down and 144 lb up at 13-1-6, and 146111 down and 1441b up at 15-2.2 on top chord, and 760 to down and 579 Its up at 5A II-10, 34 Ib M1Tek USA, Inc. FL Cad 6634 down and 10 lb up at 8-0-6. 34 to down and 10 lb up at 10-0-6, 34 lb down and 10 to up at 11-1-6, and 34 Ib down and 10 Ib up at 6904 Parke East Blvd. Tampa R.33610 13-1-6, and 760 Ib down and 579111 up at 15-1.6 on bottom chord. The designlseleclion of such Connection devlce(s) Is the Date: August 31,2015 responsibility of others. Continuetl on a e 2 ®WARNING-Varlrydealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MI17473 rev, 0Y1B12016 BEFORE USE. Design valid for Use only with Minsk connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability' of design parameters and proper Incorporation of component is responsibility of building designer of truss designer. Bracing shown ■ Is far lateral support of Individual web members only. Additional temp o.ery bracing to Insure liability during construction is the responsibility of the erosion Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding WOW fabrication, quality control, storage,delivery, erection and bracing, consult ANSNTPII quality Crllerla,DSB-89 and IMI Building Component 6904 Parke East Blvd. Safety lnfmmmllon available from Truss Plate lnstilute.781 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply PERRY QUEST HOU6E T73806eS 29284 B14G KID Girder 1 1 _ East Coast Truss, FL Piettq FL M946 'mu aeratezm=miounuumneq..'. muo A, a, ve.ee.,.2c1 eau=• ID:aaMr swTDojP9RdkPx3iheyk7yE40OYd7WP UCI 1 NHSyOxBHYGuZOu8EF 04cOuyi00V NOTES- 10) 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 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert: 1-5=70, 5-7=-70, 7-11=70, 2-10=-20 Concentrated Loads (to) Vert: 5=-54(B)7=-54(B) 17=-760(B) 14=-760(B) 22=-54(B)23=-54(B) 24=-54(B) 25=-54(B)26=-13(B)27=-13(B) 28=-13(B)29=13(B) IN EN No 68182 Joaquin Velez PE No.68182 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 31,2015 ®WARNING. Verify design pawmeserd and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PACE MY-1471 rev. OVIW015 BEFORE USE �R Cason valid faruse only with MRak connectors. This design is based only upon parameters shovm, and is loran Individual buildingcomponent. Applicability of design Parameters and proper Incorporation of component is responsibility of building designer- not imss designer, Bracing shown �q ■■■ Is for lateral support of lndivlduai web members only. Additicnal temporary bracing to Insure stability during consimctlon is the respombllllly, of the �iT®k' erector. Additional permanent bracing of the overall structure is the responslbllity of the building designer. For general guidance regarding fabraolon. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crilorku D511-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandra, VA 22314. 69M Parka East Blvd. Tampa. FL 33610 r Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y —01 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. ,�16 , For 4 x 2 orientation, locate plates 0-'Al' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MTek 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 64-8 t tlime(Drawshownt tftscal deenihs Ir'II (Drawings not to scale) 2 3 O U O 1 8 7 6 5 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 © 2012 MTek® All Rights Reserved A 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, B always required. See BCSL 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. Neverexceed the design loading shown and never stack materials on inadequately braced trusses. 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/TPI 1. 7. Design assumes trusses will be suitably protectedfrom the environment in accord with ANSVTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 197. 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 purrins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. 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. !��ftp� 20. Design assumes manufacture in accordance with LdT4L,� ANSUrPl1 Duality Criteria. Mires: Engineering Reference Sheet: MII-7473 rev. 02/16/2015 Lumber design values are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 29283 - PERRY GUESTHOUSE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: KEITH BAKER Project Name: PEERY GUEST HOUSE Model: CI.IgMAL 336104115 LottBlock: Subdivision: Address: 4104 LOOKOUT COURT City: FORT PIERCE State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighlI Wind Speed: 170 mph Roof Load: 85.0 psf Floor Load: 55.0 psf This package includes 17 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# Truss Name Date 1 T7376405 -GJ1 8/28/015 12 I T7376406 I `GI3 18/28/015 1 13 IT7376407 I-EJ5 18/28/015 14 IT7376408 1-HJ5 18/28/015 15 I T7376409 I A01 18/28/015 1 I6 IT7376410 IA02G 18/28/015 1 17 I T7376411 I A03 18/28/015 1 18 IT7376412 IA04GE 18/28/0151 19 I T7376413 I FT01 18/28/015 1 110 IT7376414 IFT02G 18/28/0151 I11 I T7376415 I FT03 18/28/015 1 12 IT7376416 I FT04G 8/28/015 113 IT7376417 IFT05 8/28/015 114 1T7376418 IF 8/28/015 115 IT7376419 IFT07G 18/28/015 1 I16 IT7376420 IFT06 8/�/0151 17 IT7376421 IFT09 18/28/015 1 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's 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, perANSIIrPI-1, Chapter2. �9 STATE OF00. F •. •,d'S+1ONA� E�Op FL Cert. 6634 August 28,2015 Albani, Thomas 1 of 1 Jab Truss TN93 Type Oty Ply PERRY GUESTHOUSE :::Pen n37s4as 29283 -CJ1 4 1 er i a East Coast Truse, Ft. Pierce, FL U946 7.630 s Jul 1-0 D 1�6 Scale =1:9.8 LOADING (pal SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 V."(LL) 0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) 0.00 8 >999 180 BCLL 10.0 ' Rep Stress Incr YES W 3 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 9lb FT or 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=-22/Mechanical, 2=29310-8-0, 4=-41/Mechanical Max Horz 2=122(LC 8) Max Uplift3=-22(LC 1), 2=295(LC 8).4=-41(LC 1) Max Gray, 3=43(LC 8), 2=293(LC 1), 4=67(LC 8) FORCES. (lb) - Max. ComiedMax, Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0.0 or. purllns, BOT CHORD Rigid Calling directly applied or 10-0-0 GO bracing. MiTek recommends that Stabilizers and required crass bracing be Installed during truss erection, in accordance with Stabilizer NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9,Opsf, BCDL=3,Opsg h=15ft; B=45ft; L=24ft; eave=4ft; Cat, II; Exp C; 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) This truss has been designed for a 10.0 psf bottom chord live load noncencurrem with any other live loads. 3)' This truss has been designed for a INe load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-Owide will fit between the bottom chard and any other members, with BCDL - 10.0fol 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnl(s) 3, 4 except Qt=1b) 2=295. 6) "Sernfrigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 111111111111f/fff S A' I BENS. 6q f'O 3938O�* �. ATEAl 'I SS10NA�10 ����, FL Cert. 6634 August 28,2015 ®WARNING- Vedryossump,mra n and READ NOTES ON THISAND INCLUDEDM/TEK REFERANCEPAGEMN-7t)] rev. BL]e13016 BEFORE USE. Design valid for use only with Walk connecter. This design is based only, upon parameters shown, and Is for on Individual building component. ��• ApplkablpN of design parameters and proper Incorporation of component is responsibility of budding designer- not truss designer. Brodng shown Is for lateral support of lndlvldual web members only. Addlllonal temporary bracing to Insure sloblllNdudng construction a the responsibility of the NiiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrcalon, quality control,storage, milvery, erection and bossing. consult Al QualityCriterla, DSB.99 and BCSI BuBding Component 69N Parke East BNd. Solely information available from Tal Plate Institute,781 N.Lee Sheet. Suite 31Z Alexandria. VA 22314. Tampa. FL 33010 Job Truss Truss Type Oty Ply PERRY GUESTHOUSE T 376 09 29263 -CJ3 Jack -Open 4 1 re East Coast Truck, Ft. Piece, FL U946 7.630 a Jul2a 2015 Mnek Industrial, Inc. Fri Aug 28 10:64:07 2015 Page 1 ID:6KJITn?DXIvgBNCgObf72nykgRBo7uOK4NnCDu8oc N IFyDBnYeACANf72HCixsyyiM?k -2. O 31 2-DO 3 o Scale=1:14.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ved(LL) -0.00 4-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Ven(TL) -0.00 4-8 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 fire hire BCDL 10,0 Code FBC2014/TP12007 (Matrix-M) Weight: 161b FT-20% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10.0-0 ec bracing. OTHERS 20 SP No.3 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installailgo guide REACTIONS. (Ib/size) 3=68/Mechallical, 2=315/0-8-0, 4=22/Mechanical Max Hoe 2-181(LC 8) Max Upli83=48(LC 8), 2=219(LC 8) Max Grav 3=80(LC 13). 2=338(LC 13), 4=43(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 25D its) or less except when shown. TOPCHORD 2-3=-310/123 BOTCHORD 2-4=-115/297 NOTES- 1) Wnd: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.OpsY h=15ft; 8=450; L=24ft; save=oft; Cat. II; Exp C; Encl.. GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-1.60 platip 2) This sOhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \\\\\\,S' A7 3)' 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 \\O'P ,,,, fit between the bottom chord and any other members, with BCDL - 10.Opsf. %%' C E N 4) Refer to girders) for truss to truss Connections. �� `r: •\.\ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IOD Its uplift at Joini(s) 3 except (lt=lb) 2=219. x 39' 6) "Seml-rigid pachbreaks including heels- Member end fixity model was used in the analysis and design of this truss. �SCL0RIC FL Cert. 6634 August 28,2015 ®WARNING - VrNV dessert p ammatars antl READ MOMS ON THIS AND INCLUDED AVTEK REFERANCE PAGE MA-7qd rev. OVI M015 BEFORE USE. Design valid for use any with Mnek connectors. This design Is based only upon parameters shown, and Is for an Individwl building companen6 Applicobllify, of design parameters and proper Incorporation of component Is responsibility of building designer- not trust designer. Bracing shown p■j Is for lateral support of Individual web members only. Addltlonal temporary bracing to Insure stability during constructor, is the responslicaity of the WOWerector. Additional permanent bracing of the overal structure is the responsibility of the buiiding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTFI I Quality Crileda, DSB-89 and BCSI Building Component 69M Parke East Bind. Safety Information avalabie from Truss Plots Institute. 781 N. Lee Street, Suite 312 Alexandlo, VA 22314. Tampa. FL 33610 Job Tru Truss Type G1Y Ply PERRY GUESTHOUSE n6rs4or 29283 -E15 Jack -Open 8 1 IJ ere a San Coast Truss. Fr. PIeras. FL Mesa 2.40 ID:6KJITn7DXIvg8NCgObRZnykgRB-GJSOY00PzXO40nZZYamBzPJj8aVr66FBMSVOPAM7j LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (toe) VdeN L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vent -0.02 4-8 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.05 4-8 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Hoa(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=127/Mechanical, 2=414/0.8-0, 4=43/Mechanical Max Hoa 2=242(LC 8) Max Uplift3=-100(LC 8), 2=-237(LC 8) Max Grant 3=147(LC 13), 2=459(LC 13). 4=76(LC 3) FORCES. i1s) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=397/74 BOTCHORD 2-4=202/606 Scale=1:19.9 PLATES GRIP MT20 2441190 Weight: 2211b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applled. BOT CHORD Rigid ceiling directly applied. MiTak recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation oulde. NOTES- 1) Wind: ASCE 7-10: Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsF BCDL=3.Opsf h=15ft; 8=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plat111 2) Thisetrus been grip hasbeenfor a 10.0 psf bottom chord live load nonconcument with any other live loads. .%%% 1S 1 A f f/*'I� 3) • 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 C �� �P • Ae a fit between the bottom afford and any other members, with BCDL =10.opsf. '% O .• i E N $ q 4) Refer to girder(s) for truss to truss connections. �� �. •V Cc•'••�� 5) Provide mechanical connection (by others) of truss to bearing plate capable of wIthstanding 100 Ib uplift at jolnt(s) 3 except Ql=1b) 2=237. 39380 6) This truss design requires that a minimum of 7/16- structural wood sheathing be applied directly to the tap chord and IN gypsum # _ sheetrock be applied directly to the bottom chord. lATE�:��� O•• T FL Cert. 6634 August 28,2016 ®WARNING- VillyV deargoparamef m.maIREAD NOTES ON MIS AND INCLUDEDAll REFEMNCEPAGEMI-)Qi rev. INVIl a16 BEFORE USE. ■■R �kJq Option valid far use only with Wink connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicabll of design parameters and proper Incorporation of component is responsibility of bullding designer- not truss designer. Bracing shown Is for lateral supped of individual web members only. Additlanal temporary bracing to Insure stability dudng construction is the resporenblllity of the i��■ MiTek' erector. Additional permanent bracing of the overall structure is the resporelblllty of the building designer. For general guidance regarding fabrication, quality control.storage,delivery, erection and bracing. consult ANSI/TPII Quality Ciliate, DSB-6p and 6CSl Building Component Hot Parke East Blvd. Sablylnformotlon oval la troth Toss Plate Institute, 781 N. Lee Sheet, Suite 312, Motionala, VA 22314. Tampa, FL 33610 Job Trf159 Truss Type Dty Ply PERRY GUESTHOUSE T 3]fi40a 29283 -HJS Diagonal Alp Girder 2 1 re East Coast Truss, FL Pill FL U946 2-9 15 3A-10 33.1 4x4 scat. =1:208 LOADING Pi TCLL 40.0 TOOL 20.0 BCLL 15.0 ' BCDL 10A SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.26 Rep Stress that NO Code FBC2014rrPI2007 CSI. TC 0.90 BC 0.40 WB 0.09 (Matrix-M) DEFL. in (too) Vdefl L/d Vast(LL) -0.03 8-12 -999 240 Vert(TL) 0.03 8-12 >999 180 Hom(TL) 0.01 7 Na are PLATES GRIP MT20 244/190 Weight: 391b FT=20h LUMBER. BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc pudlns, except BOT CHORD 2x4 SP No,2 end verticals. WEBS 21 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 21 SP No.3 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer se o REACTIONS. (Ib/size) 2=600/0-10-15, 7=111/Mechanical, 4=158/Mechanical Max Hoa 2=218(LC 7) Max Uplift2=309(LC 8), 7=-52(LC 5).4=65(LC 8) Max Grav 2=737(LC 28), 7-223(LC 30). 4=188(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.13=-1285/1363, 3-13=-460/187 BOT CHORD 2-15=-1404/1289, 8-15=-201/414, 8-16=-201/414, 7-16=-201/414 WEBS 3-7=393/164 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Lumber OOL=1.60 1 111111111�I Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; plate grip DOL=1.60 A • 'l�'4,�� 2) This truss has been designed for a 10.0 par bottom chord live load nonconcumenl with any other live loads. 3) - 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 ,,`��IPS �� O E N , ♦ �`,•• �,\ S •• '9� �•••�•, fit between the bottom chord and any other members, with BCDL = 10.0psf. 4)Refer to girder(s) for truss to truss Connections. 5) Provide metal plate or equivalent at beadng(s) 4 to support reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 IS uplift at joint(s) 7, 4 except 0t=lb) v0 39380,,-- ,Z" * ' 2=309. 7)"Ber l-rlgid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Cv - -- ATE 1w 8) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. ^' 41j 9) Hangar(s) or other Connection devices) shall be provided sufficient to support concentrated load(s)112 to down and 192111 up at ,01.3-15,112 ,0 •. A P . �1� top �i�, 14.114t chord. and 64111 ownnand 91 bb up a1upat 1133-15a64 Ile down and 91 111 up at 1-3-15, and 23nd il7fibcdown and 11711supat rlb down and 27and lb up at ntl 23 Its �s . ... . •.\`�� ��O�SIO f is the responsibility of others. such int ion are and 27 he up at 4-1-14 on bottom chord. The trru the N A; �`\��, (F) oon 10) In LOAD CASE(S) section, loads pplietl to he face of the s noted as frobeck (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 August 28,2015 ® WARNING. Vi desl9Apa marten end READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 row OVISA2015 BEFORE USE. Design valid for use only with Wek connectors, This design k based only upon paromoom shown, and is for an individual building component. Appicabllity of design parameters and proper lncomoratlon of component is responsib0ity of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary piecing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall shucture is the responsibility of the building designer. For general guidance regarding iwiTek• fabrication, quality control. storage, delivery, erection and bracing. consull ANSI/TPI1 Quarry Criteda,DSB-B9 and SCSI Building Component 69M Parse East BNd. Safety Information available from That Plate Institute, ]81N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Trues Truss Type Dty Ply PERRY GUESTHOUSE T7318408 29283 -HJS Diagonal Hip Girder 2 1 Job Reference I'o e East Coast Three. Ft, Plerve, FL Series LOAD CASE(S) Standard Unllorne Loads (pl1) Vert: 1-4-120, 4-5=-40, 6-10=20 Concentrated Loads (III) Van: 13=129(F=65, B=65) 14=204(F=102, 13=102) 15=84(F-42, B=42) 16=13(F=6, B=6) ID:6KJITn4DKIvg8NCgObRZnykgRB*VkMAIM01j19s2x7161HDVuoup4rY5KkWD2xryjM7i ®WARNING- Verily designparamerars and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PACE 01.703 nv. oal"015 BEFORE USE. Design valid for use only with Mgek connecters. The design B based only upon parameters shcvm. and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown �FLp� 9 for lateral support of individual web members only. Additional temporary bracing to Insure stability during ccnsWctlon is the responslblllify of the M17'ek' erector. Additional permanent bracing of the overall structure is the responsibility of the building dedgner. For general guidance regarding fabrication. auogty, control, storage, delivery , erection and bracing. consult ANSIpPII Quarry Call DSB-09 and BCS1 Building Component 690e Parka East Blvd. Safety Information available from Truss Plato Institute, ]81N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply PERRY GUESTHOUSE T10T9409 29283 A01 HIP 1 1 I pRf f t' I East Coast Tm53, Ft. Plama, FL U946 2-00 lx4 6-9-0 4x8 = 588 411 = 2. O Scale=1,41.9 x4 II q LOADING (psf) TCLL 20.0 TCOL 15.0 BCLL 10.0 BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.37 BC 0.42 WB 0.10 (Matrix-5) DEFL.in Vert(LL) -0.05 Vert(TL) -0.14 Holz(TL) 0.04 (too) I/dee Ud 9-14 >999 240 9-14 >999 180 5 Na n/a PLATES GRIP MT20 2441190 Weight; 90111 FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid Calling directly applied, WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer REACTIONS. fib/size) 2=100410-8-0, 5=100410-8-0 Max Horz 2=183(LC 7) Max Uplift2=-500(LC 8), 5=-500(LC 8) Max Grav 2=1116(LC 13), 5=1116(LC 14) FORCES. (lb)- Max, Comp./Max. Ten, - All forces 250(Ib) or less except when shown. TOP CHORD 2-3=1362/494, 3-4=1170/506, 4-5=-1363/493 BOT CHORD 2.9=-347/1599, 8-9=-209/1249, 7-8=-209/1249, 5.7=-332/1493 WEBS 4-7=0/253 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: Vu11=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL-3.Ops1; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Lumber DOL=1.6D j%J111111f11j1 tfet Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; DOL=1.60 `�\'�1L S A. 4e9, plate grip 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. %%% `"'P,•••••,S �� O G E N � ���`Z`; • VV 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 = .--9381 .t 6 fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joints) except (Il=lb) 2=500, * _ 5=500. 7) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the tap chord and Y2o gypsum be directly to the bottom chord, _ ;r¢ L sheetrock applied � , - ATE : i �14 o� O R' Q .-' >N ,[�. F. .�%% S, N ..0 FL Cert. 6634 August 28,2016 ®WARNING-Varlry design p.mm alar6 and READ NOTES ON THIS AND INCLUDED MITEN REFERANCEPAGE MII-T4T0 rrv. OVIM016 BEFORE USE. Design valid for use any win Mgek connectors. This design b based only upon parameters shown. and Is far an Individual building component. Appllcabii of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bradng shown Is for lateral support of indMdual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector, Additional permanent bracing of the overall structure Is the responsibility of the buliding designer. For general guldance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing. consult ANSITPII Quality Criteria, D511-89 and BCSI Building Component 69M Parke East Blvd. Safety Information available from Truss Plot. hatitute.781N. Lae Street. Sulfa 312, Almandda. VA 2014. Tamp, FL MID Job Truss Truss Type Div,Ply PERRY GUESTHOUSE 7376410 29283 A02G Hlp older i 1 ob a 'a East Coast Truss, FL Plants, FL U946 2- O 540-0 4-7-4 4,18 1.4 II 3 20 21 22 23 4 24 led dial = 25 2e 27 5 s w 2-D0 Scale=1.41.9 LOADING (pi TCLL 20.0 TCDL 15.0 BCLL 10.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014rP12007 CSI. TC 0.51 BC 0.67 WB 0.30 (Metrli DEFL. in (lot) V it Lid Ven(LL) 0.12 10 -999 240 Veri -0.25 8-10 >936 180 Horz(TL) 0.07 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 96 lb FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 0o purllns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-8 or. bracing. WEBS 2x4 SP No.3 MRek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 2=1347/0-8-0, 6=1346/0-8-0 Max Hom 2=147(LC 23) Max Uplift2=712(LC 8), 6=-712(LC 8) Max Grav 2=16l l(LC 29), 6-1610(LC 30) FORCES. fib) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2576/990, 3-20=-2954/1242, 20-21=2954/1242, 21-22=-2954/1242, 22-23=-2954/1242, 4-23=-2954/1242,4-24=2954/1242, 24-25=-2954/1242, 25-26=-2954/1242, 26-27=-2954/1242,5-27=2954/1242, 5-6=-2576/990 BOT CHORD 2-11=-691/2317, 11-28=691/2339, 28-29=-691/2339, 10-29=691/2339, 10-30=-684/2258, 9-30=-684/2258, 8.9=684/2258, 6-8=-683/2236 WEBS 3.11=-15/381, 3-10=388/859, 4-10=543/391, 5-10=388/861, 5-8=-15/381 NOTES. 1) Unbalanced roof live loads have been considered for this design. n 2) Wind: ASCE 7.10; Vult-170mph (3-second Vesd=132mphl TCDL=9,0 sf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eaves4ft9II; �� E ENS'-. nd: gust) ExileExileC; Encl., GCpI=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumbar DOL=1.60 •�,�� SF• plate gripDOL=1.60 ,�:��� 3938 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psi bottom chord live load nonconcumenlwilh any other live loads. 5) • This truss has been designed fora 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 _ — fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=712, E 6.712. �� 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. to load(s)151 Ib down and 13111 up at 5-(-0, T'.•.0 P % 10 •. 110 •`• \ B) Hanger(s) or other connection devices) shell be provided sufficient support concentrated R 1` ,,��/ss�••••••••`;`�`,` 12-1-12,1and 151 lb do"and 131lapat 14-2-8 onitp chord, and 226 b down and 87 to up att 5-0-0. 37 Itsdown and7d l, A� 1311b upa 37Ib down 7Ib up at 12-1-12, and 226 "fit lb up at 7-0-12, 37Ib down and 7Ib up at 9-0-12, 37Ib down and 7Ib up at 10-1-12, and and II0 Its down and 87 lb up at 14-1-12 on bottom chord. The designtselectlon 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). FL Cert. 6634 LOAD CASE(S) Standard August 28,2015 ®WARNING- Verify, design pansmebn and READ I iEa ON THIS AND INCLUDED MIJEK REFERANCEPAGE MINQI ra. 02116,70/5BEFORE USE. *�,�YY�*e Design valid for use only with Mgek connectors. This design is based only upon parameters shown. and is for an indivdual build no component. Applicability of design parameters and proper Incorporation of component is responsibllily of braidingesigner. designer- not tress dBracing shown ••�� i•Y� Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional peraneni mbracing of the overall structure is the responsibility of the bulltling designer. For general guidance regarding MITek' 1V� Il fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/rill Gual ly Citeda, DSB-B9 and SCSI Butung Component Safely information available from Truss Plata Institute, 7SIN. Lee Street. Suite 31Z Alexandra, VA 22314. 69N parka East E vl, Tampa. 133610 Job Truss Truss Type Qty Ply PERRY GUESTHOUSE n3Tw10 29283 A020 HIp GINer 1 7 of r I East coast TNBS, Ft. Pierce, FL 34945 66305JU12U2U10MIlehlna09nes,InO. err PUg [e N:aG:N [ma repo[ ID:6KJITn1DXIvg8NCgObf?ZnykgRB-CiaYz6P0U8Hig5izRpf2g04rN52ayOUz9xbTHyiM1h LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 1-3=70, 3-5=-70, 5-7=-70, 14-17=20 Concentrated Loads (Ib) Vert: 3=-57(F) 5=57(F) 9=-23(F) 11=124(F) 8=-124(F) 22=-57(F) 23=-57(F) 24=57(F) 25=-57(F) 28=-23(F) 29=-23(F) 30=23(F) ®WARNING • Verify deslg. Parameren and READ NOTES ON Me AND INCLUDED MITEK REFEAANCE PAGE MII-M3.1 OMM016 BEFORE USE. Design valid for use only with Mriek connectors. This design Is based only upon parameters shown. and is loran Individual bulding component, Applicabllify ofdo,Ign pammeten and proper incorporation of component is responsibllity of bullding designer- not truss designer. Bracing shown temporary bracing to Insure stability during constmcilon is the responslbllllty of the Vol' 1,for lateral supporl of llndividual web members only. Additional .recto, Additional permanent bracing of the ovemq structure is the responsibility of the building desgner. For general guidance regarding folskotan, quality control, storage, delivery, erection and bracing. consul) ANSI/1PII Quality Craeri¢DSB-89 and BCSI Buthing Component LVB 1 Il M)T®k• 69N Parke Eest BN4 Safety Informalion available from Truss Plate institute, ]BIN. Lee Street. Suite 312, Alexandria, VA 22314. Tampa FL 33610 Job Truss Truss Type Dry Ply PERRY GUESTHOUSE naTe411 29283 A03 COMMON 10 1 Igitf e e o tiona East Coast Tress, Ft. Plene. FL Sagas .wu a au, m au m, m,..,��.�„e.. .,-- --DdCp99?kyjM?g -1-40 3 o 6.a0 T-a0 1-a0 3-0-0I 3-a0 1-a0 Scale=1:15.6 4M = 3.00 12 l� 3x4 cc 3x4 = aa0 3-a0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) I1de0 Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 6 >999 180 BCLL 10.0 ' Rep Stress Incr YES WE 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Corte FBC2014/rP12007 (Matrix-S) Weight: 22 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SIG No.3 REACTIONS. (Ib/size) 2=342/0.8-0.4-34210-8-0 Max Ho¢ 2=27(LC 4) Max Uplift2=317(LC 8), 4=-317(LC 8) Max Grav 2=347(LC 2), 4=347(LC 2) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=479/394, 3-4=-479/394 BOT CHORD 2-6=-325/456, 4-6=-325/456 BRACING - TOP CHORD Structural wood sheathing directly applied, BOT CHORD Rigid calling directly applied. Mrrek recommends that Stabilizers and required cross 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=30psf; hail 5ft; B=45ft; L=24ft; eave i Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber 3) This trusssOhas been designed fora 10.0 psf bottom chord live load nonconcumenl with any other live loads. \,L=1.60 plate grip DOL=1.60 `r�r1 t A T rI 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 % ��� �kPs,, ... fit between the bottom chord and any other members, with BCDL is10.Opsf. O C E N • •• �� 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joinl(s) except N=1D) 2=377, : ��`; •�,� S�••q?ri 4=317. 6) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chard and W gypsum d-O 393 80 SITsheetrock be applied directly to the bottom chord. _ ATE .� Z C? � FL Cert. 6634 August 28,2015 41p WARNING- Mai daall Paremera. and READ NOTES ON MS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev, OVINO15 BEFORE USE. for We!, connectors. This design 4 based only upon parameters shown, and is for an Individual building component ��p■®� Design valid use only with ApplicablfN of design and proper Incorporation of component is responsibility of building designer- not truss designer.&acing shown ■.Y� parameters Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsiblliN of the building designer. For gcnerol guldonce regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSIJIFII Qualify Ci la,DSS-09 and SCSI Ba1141ng Component 09" Parka East Blvd. Safety Information available from Truss Plate Institute.781 N. Lee Sheet, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type CIS, Ply PERRYGUESTHOUSE nw6atz 29283 AGE COMMON SUPPORTED GAD 1 1 o neo sl East Coast Tans, Ft. Pierce, FL U946 3.00 12 3x4 = 3-a0 4x4 = 1.4 h 3.0.0 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. In floc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TO 0.13 Vert(LL) 0.00 5 hit 90 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.01 5 n/r 120 BCLL 10.0 Rep Stress Incr YES WB 0.03 HDIz(TL) COD 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Winci 0.00 5 stir 120 LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP NO2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=214/6-0-0, 4=214/6-0-0, 6=25816-0-0 Max Horz 2=-26(LC 5) Max Uplift2=-154(LC 8), 4=-1 Sit 8), 6=-65(LC 8) Max Grav 2=214(LC 1), 4=214(LC 1), 6=294(LC 15) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250111) or less except when shown. 3x4 = Scale=1:15.0 PLATES GRIP MT20 2441190 Weight: 22 Its FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. 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. 12i 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.Opsp BCDL=3.Ops1; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; 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 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. `,,PS 1 A f , �� ` 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. �� Av,..••• �e I, 6) This truss has been designed for a 10.0 par bottom chard live load nonconcunent with any other live loads, +'a O G E N g'• 9 i, 7) • This truss has been designed for a live load of 20.0psf on the bottom chortl In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ++ �`; ' �,k tC`••.•!t fit between the bottom chord and any other members, with BCDL - 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 6 except 0=11p) 2=154 * 3938Q._�: l 4=154. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 2. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. CID- > ,Y� Z ATE mow: N A' %+ FL Cert. 6634 August 28,2015 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.3423.102y161015 BEFORE USE. This design k based only upon parameters shown, and Is loran individual building component. Design valid for use only wlih Mgek connectors. ApplicabillN of design parametersand proper inCOMen tlon of component is responsiblllty of bulding designer. not ins• designer. Bracing shown only. Additional temporary bracing to Insure stability during commiction is the responsibility of the ITOW is for lateral support of Individual web members erector. Addillonol permanent bracing of the overall structure is the responsibility of the builbuildingdesigner. For general guldens. regarding fabrication, quality control, storage, delivery, erection and bracing. consult AillI DeWly Crllerla, D$Il and BCSI B.Ildina Component �V�11 69N Parke East Blvd. Safety Information available from Truss Plate Institute 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Tru3a Tru55Type Oty Ply PERRYGOESTHOUSE T7378413 29283 1.: FLOOR 9 1 job Hidgiulace ill 2.1-10 1 2.1.10 1 2.1.10 1 2-1A0 1.5.2 3x4 I 4x10 = 1.4 II 3x4 = 1x4 It 3x8 = 3x4 = 3x6 1 3 4 5 B 7 8 17 46 = 16 4x14 = 15 3x8 = 14 8x10 M18SHS = 1-&B 1.1-10 0.7-14 2x4 I 5x8 = 9 10 PU .Ba 13 5xe = Scale =1:30A 12 34 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) /dell Ud PLATES MT20 GRIP 244/190 TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) .0.31 15 >653 360 TCDL 25.0 Lumber DOL 1.00 BC 0.97 Ven(TL) .0.84 15 >243 240 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WE 1.00 Hom(TL) 0.09 12 me n/a Weight: 89 lb FT=20% BCDL 20.0 Code FBC2014fTP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP NO,2 *Except* 6-11: 2x4 SP 2850F 1.8E BOT CHORD 2x6 SP SS *Except* 12-14: 2x4 SP 285OF 1.8E WEBS 20 SP No.3 *Except* 9.13,8.14: 2x6 SP No.2, 10-13,10-12: 2x4 SP No.2 REACTIONS. (Ib/Size) 17=1452/Mechanical, 12.1462/Mechanical Max Grav 17-1452(LC 1), 12=1452(LC 2) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rig d ceiling directly applletl. MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, In accordance with Stabilizer FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=269/0, 2-3=-4846/0, 3.4=-4846/0, 4-5=-6486/0, 5.6=-6486/0, 6-7=-6486/0, 7-8=4656/0, 8-9=-4474/0, 9.10=-4474/0 BOT CHORD 16-17=0/2910, 15-16=016162, 14-15=0/5818, 13-14=0/4474, 12-13=0/1995 WEBS 7-15=0/786,7-14=.1680/0,4.16=.1422/0,4-15=0/363,2-17--2855/0, 2-16=0/2092, 9-13=-1022/0, 8-14=0/805, 10-13=0/2908,10-12=.2310/0 NOTES- 1111111111III�Ir 1) Unbalanced floor live loads have been considered for this design. 11 2) All plates are MT20 plates unless otherwise Indicated. 3) The Fabrication Tolerance at joint 6=20% 1���0,.•�GENg'•eq rrr 4) Refer to girders) for truss to truss connections. 5) This truss design requires that a minimum of 7116" structural woad sheathing be applied directly to the lop chord and W gypsum truss ••• t%r`^�, shestrock be applied directly to the bottom chord. r 3938 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails, Strongbacks to _Z �- ;• be attached to walls at their outer ends or restrained by other means. :fir Z i y ATE ._...:41j i r � 'O� • xc� 0 � Q P r'�c�,. rrrF,,stO N A; FL Cert. 6634 August 28,2015 ®WARNING • VedlydaslgnPMamerore and READ NOTES ON THIS AND /NCLUDEDMITEK REFEFWNCE PAGEMl1-T4TJ rev. 4211612015 BEFORE USE. Design valid for use only With Wek connectors. This design Is based only upon parameters shaven. and Is for an Individual building component. ' Applidualliy of doslgn parameters and proper lncomorstion of component b responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during consWction is the responsibi[W of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibii of the building designer. For general guidance regarding fobrkation. quality control, storage, delivery, erection and bracing, consult ANSIlIQuality, cliletla,DSB-89 and SCSI Building Component 69M Parka East Blvd. Safety Information al from Truss Plate Institute. 781 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Trues Truss Type Oly y PERRY GUESTHOUSE 414 n37s 29283 FT02G FLCOR 1 2erence is a ................ o..... test Goats INss, ry tierce rL`nsam 1.6D 3.3- 15 6-0-11-&0 1-G60.8 0- 7 2.11-3 I 64 = 1x4 II 1x4 II 4x4 = I g 3 4 2-8-12 3.8 = 3x6 = 5 6 B-9, 1-&8 0.8.1 ' 1.2-7 1-10.8 Scale=1:31.0 1x4 1.4 II Sale = 3x4 I 7 8 9 10 18 17 16 19 15 20 21 14 22 13 20 II 64 = 4x4 = Special 5x10M185HS = NAILED 1x4 II NAILED 3x4 = U24 U24 NAILED NAILED 12 11 3x8 = See = NAILED LOADING (part SPACING- 2-0-0 CSI. DEFL. in (too) Ildeff Ud PLATES GRIP 244/190 TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.29 14 >731 360 MT20 TCDL 25.0 Lumber DOL 1.00 BC 0.95 Ven(TL) -0.8013-14 >264 240 M18SHS 244/190 BOLL OD Rep Stress Ina NO WB 0.88 Horz(TL) 0.10 11 n/e n/a Weight: 161 to FT-20% BCDL 20.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP NO.1 'Except' TOP CHORD 6.10: 2x4 SP No.2 BOTCHORD 2X4 SP 285OF 1.8E BOTCHORD WEBS 20 SP No,3 *Except* 1-17: 2x4 SP No.2 REACTIONS. (Ib/size) 18=2317/Mechanical, 11=3227/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (Ib) or less except when shown. TOP CHORD 1-18=-3016/0, 1-2=4462/0, 2-3=-4462/0, 3-4=-4462/0, 4-5=-8388/0, 5-6=-8056/0, 6-7=-8056/0, 7-8=-8056/0, 8-9=-8056/0, 10-11=-622/0 BOTCHORD 16-17=0/4462, 16-19=018491, 15-19=0/8491, 15-20=0/9589, 20-21=0/9589, 14-21=0/9589, 14-22=0/9589, 13-22=0/9589, 12-13=0/8056, 11-12=0/4833 WEBS 4-15=0/760, 1-17=0/5771, 8-12=-1237/0,9-12=0/3684,9-11=-5349/0, 2-17=-1566/0, 3-16=01638,4-16=-4269/0, 5-15=-1544/0,5-14=0/317,5-13=-1724/0 Structural wood sheathing directly applied or 2-2-1 cc purlins, except end verticals. Rigid calling directly applied or 10-0-0 cc bracing, Except: 6-0-0 cc bracing: 17-1 S. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chards connected as follows: 2x4 - 1 row at 0-4-0 cc. Bottom chords connected as follows: 2X4. 1 row at 0.9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 00. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise Indicated. 5) The Fabrication Tolerance at joint 6 = 20% 6) Refer to girders) for imss to truss connections. 7) Provide metal plate or equivalent at bearing(s) 11 to support reaction shown. 8) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 9) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10) Use Simpson Strong -Tie U24 (4-1 Od Girder, 2-1 Odxl 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max. starting at 1-3-4 from the left end to 3-3-4 to connect tmss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is In contact with lumber. 12) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"1:3.27) toe -nails. For more details refer to MiTek's ST-TOENAIL Detall. 13) Hanger(s) or other Connection devices) shall be provided sufficient to support concentrated load(s) 208 to up at 4-3-4 on bottom chord. The design/selection of such connection devlce(s) Is the responsibility of others, LOAD CASE(S) Standard 1I, WARNING. Verily Cesfgn parameters, and READ NOTES ON THIS AND INCLUDED MITEK REFER/INCE PAGE MIIJ473 xay. OV I MO15 BEFORE USE. Design valid for use any Win MOek connectors. This design Is based only upon parameters shown. and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss tlesigner. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Inure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSIpPII Quality CrB44a, DSB.89 and SCSI Building Component Soletylnfosmolion available from Truss Plate lnstltute,781N. Lee Stree6 Suite 312, Alexandria, VA 22314. FL Cert. 6634 August 28,2015 WOW 6904 Parke East 91W. Tampa, FL 33610 Job Truss Truss Type Oty Ply PERRY GUEMOUSE TT3iWta 29283 FT020 FLOOR 1 vs I i job BlifeCtIDWti nal East Coast Truss, Ft. Piece, FL 3e946 ,.. ID:6KJRn7DXIvgBNCgOb%7nykgR64HFhb6RYn3}U(YRW LBMMgSMgSOl15b2SnAmvt7SG4ryjM7e LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plq Vert: 1-8=-130, 8-10=-630(F=-500), 11-18=40 Concentrated Loads (Ib) Vert: 17=-371(F) 12=-37(F) 13=-37(F) 16=-371(F) 19=103(F) 20=37(F) 21=-37(F) 22=-37(F) ®WARNING- Verify design panriefers and READ NOTES ON THIS AND INCLUDED NITEK REFERANCEPAGE NII-W3 rsv. OMM015 BEFORE USE. �■■■*eR Design valld foruse only with Mirek connectors. This design is based only upon parameters shown. and is for an Individual building component, Applicability of design pammelers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ■■ -•Y�• Is for lateral support of individual web members only, Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the bulltling designer. For general guidance regarding fabricationr qualify control. storage, calvary, credtion and bracing, consult ANSI/TP11 Quality Ontada,DSB-69 and BCSI Building Component Safetylnlormotion available from Truss Plate Institute,781N. Lea Street, Su11e 312, Alexantldo. VA 22313. 6801 Parke East Blvd. Tampa. FL 33610 Job TrU99 Truss Type Gil Ply PERRY GUESTHOUSE T 3T841fi 28283 FTO] FLOOR 2 1 e er e east coos, Truss, n. nerve, re aaa.a 3x4 = 5 2. 12 2 3x4 = LOADING (pat) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Ven(LL) 0.00 5 " 360 TCDL 25.0 Lumber DOL 1.00 BC 0.47 Ven(TL) -0.10 4.5 >591 240 BCLL 0.0 Rep Stress Incr YES WS 0.13 Horz(TL) 0.00 4 NO rda BCOL 20.0 Code FBC2014/TP12OO7 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Scale-1:10.1 3 1.4 II 3x4 = 4 PLATES GRIP MT20 2441190 Weight: 2411b FT=20% BRACING - TOP CHORD Structural wootl sheathing directly applied, except end verticals. BOT CHORD Rigid calling directly applied. Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 5=411/Machanical,4=411/Mechanical FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-5=0/469 WEBS 2-5=505/0. 2-4=505/0 NOTES- 1) Refer to girder(s) for truss to truss connections. 2) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and W gypsum sheetrcck be applied directly to the bottom chord. 3) Recommend 2x6 stronfibacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-tOd (0,131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '0 39 ATE 411� �N %� iiFq'S,O N A' FL Cert. 6634 August28,2015 ®WARNING- Vorlrydas/geparamarers and READ NOTES ON MIS AND INCLUDED MITEK REFEMNCEPAGERI-7473 rev. 02/tW015 BEFORE USE. Design valid for use only with All connectors. This design Is based only upon parameters movm. and a far an Individual building component. Applicability of design parametea and proper Incorporation of camponeni is responsibility of building designer- not truss designer. anal shaven Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during Construction is the respansibllllly of the M)T®k• erector. AECitlonol permanent bracing of the overall structure is the responsibility of the building designer. for general guidonceregarding LYL Il fabricaliorl. quality control, storage. delivery. erection and bracing. consult ANSI/IPN Quality Criteria.DSB-89 and BC5l Building Component 69M Fares East BIM. Solatyfllormallon available from Truss Plate Institute.781 N. Lea Street, Suite 312. Alexantlda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Dly Ply PERRY GUESTHOUSE I0I6d16 29293 FT04G FLOOR 1 •s L (optional) East Coast Trust, Ft. Pierce, FL U945 7.630s Jul 232015 MRak lndustda9, Inc. Fri Aug 21110;54:142015 Pagel 10:6KJrrn7DXlvgBNCgObflZnykgRB-5Tp3oUSAYNn9BiOjunbCgZgy_ZTWOE3unvpa2y)M7d 1.10.14 I 360 I SL6 _ ' 1.114 1-42 14Y6 3x4 = Scas-110.7 1 1x4 II 2 3x4= 3 1x4 II sits = 2x4 II 3 a0 1-ass LOADING(pso SPACING- 2-0-0 CSI. DEFL. In (lac) gdefl LAI PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Ven(LL) 0.00 6 '•" 360 MT20 2441190 TCDL 25.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.01 6.7 -999 240 BCLL 0.0 Rep Stress Ina NO WE 0.16 Hom(TL) 0.00 5 n/a n/a BCDL 20.0 Code FBC20147TPI2007 (Matrix-5) Weight: 531b FT=20% LUMBER- TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=10671Mechanical, 5=121/MechaniCo1, 6=1679/0-3-8 Max Uplift5=-175(LC 3) Max Gray 7=1071(LC 3), 6=1679(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7-46810 BOT CHORD 6.7=0/1005 WEBS 3-6=731/0, 4-6-264/0, 2-6=-1398/0, 2-7--1144/0 NOTES. 1)2-ply truss to be connected together with 10d (0.131"xT) nails as follows: Top chords connected as follows: 2x4. 1 row at 0-4-0 Do. Bottom chords Connected as follows: 2x4 - t row at 0.9-0 cc. Webs connected as follows: 2x4. 1 row at 0-9-0 cc. 2) All loads are Considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply , `Tt 11 T A / Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. // 3) Unbalanced floor live loads have been considered for this design. ♦O_1k P.S• • iq/�e i, ♦♦ 4)Refer to girders) for truss to truss connections. ♦ ,. ••.,, 5) Provide mechanical connection (by others) of truss to bearing plate Capable olwlthstanding 10011, uplift at)oint(s) except gt=lb) 5=175, ♦♦♦ .2..•�VG E N S •.:9� �i� 6) This truss design requires that a minimum o17/16" structural wood sheathing be applied directly to the top chord and %i gypsum sheetrock be applied directly to the bottom chord. 3938 7) Rewmmend 2x6 strongbacks, on edge, spaced al 1D-0-0 cc and fastened to each truss with 3-10d (0.131"X 3") nails. Slrongbacks to * ;•� be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1,00 Uniform Loads (plp Vert: 1-3=-630(F=-500), 34=130, 5.7=40 ATE i ♦ �4.0 R 10P' N_♦♦� FL Cert. 6634 August 28,2015 ®WARNING-Vorlry assets. psnmelers and READ NOTES ON TWS AND INCLUDED M/TEK REFERANCEPAOE MIf-703re1. OVIM015BEFORE USS * �. Design valid for use only with Mriek connectors. This design h based only upon parameters shown. and Is for an individual bullding component. Applicalorty of design parameters and proper Incorporation of component is responsllorityof budding designer- not truss designer. Bracing shown ..Y■ Is for lateral supped of Individual web members only. Additional temporary bracing to Insure stability during construction b the responsibility of the Additional bracing of the overall structure is the responsibility of the Wading designer. For general guidonce regarding MOW FVr Il erector. permanent fobdcotlon, quality control, storage, delivery. erection and bracing, consult ANSIyJPl I OuaBM Criterla,DSB-e9 and SCSI Building Component 69N Parka East BIW. Salelylntormatlon available ham truss Plata lmtitute,7BIN. lee Slreel. SNta 312 Alexandria. VA 2231 d. Tempe, FL 33610 Job Truss Truss Type Qty Ply PERRY GUESTHOUSE n3rs41r 29283 FT05 FLIT 5 1 b Reference (00tiOnall East Coast Trues, FL Prince, FL 3194E ID:aDwO5AmQRyazlZp2a mVqykb$aSTp3oU5AYNn95i0judbCgZsb c WgU3 vpc2yjM7d 1.104 3x4 = 2.4 II 2 Scale -1:0.2 2x4 II 1-ta4 I ' t-10d LOADING (psp TCLL 40.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.08 DEFL. in (loc) Well L/d Vert(LL) -0.00 4 >999 240 PLATES GRIP MT20 2441190 TCDL 25.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.01 Hom(TL) -0,00 3 n/a n/a Weight: 10 to FT-20% BCDL 20.0 Code FBC201417PI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10.4 oc puffins, except BOT CHORD 2x4 SP 140,2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 1D-D-0 oc bracing, MTek recommends that Stabilizers and required Voss bracing he Installed during truss erection. In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=13310.3-8, 3=133/Mechanioal Max Harz 4=-68(LC 4) Max Uplift4-54(LC 4), 3-54(LC 5) Max Grav4=134(LC 14), 3=134(LC 13) FORCES. (lb) - 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.Ops1; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 preventwater pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. will ,1111111 I11 /III' 4) • This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��-np,5 A q III • • Ge gl between the bottom chord and any other members. ``� O� ,. • �� E N ••.•q �� 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at lolm(s) 4, 3. C S : �`2`; •�,V .•�/ 7) "Semi -rigid pitchbreaks including heels" Member end fVhy model was used In the analysis and design of this truss. e, 39380,�•�—� ATE IU ,iIIIIs,6NA' ����. FL Cert. 6634 August28,2015 � WARNING. Verify dalgn anemones and READ NOTES ON THIS AND INCLUDED MITER REFEFANCEPACE 11i ra, OVIW015 BEFORE USE Design valid for use only Win Nalek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design Parameters and proper Incorporation of component Is responsibility of bulding designer - not truss designer. Bracing shown ��- Is for lateral support of lndMdual web members only. Additional Temporary bmcing to Insure stability during canefruction is the responslblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk' Welk' Il fabrication. quality control, storage, dervery, erection and bracing. consult ANSURI l Quality Crltere,DSS-e9 and SCSI Bvllding Component Safety Information Ovailobld homrruss Plata Institute. 7BIN. Lee Street, Suite 311 Alexantlria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply PERRY GUESTHOUSE T 3T6418 29283 FTC6 ROOFTRUBS 9 1 BiligiSlogg ti nal East Coast Truss, Ft. Pleice, FL 349,16 I..us m1e sum c ,cc..,..,,, .y..• --• ID:a0wO5AnnORyaz7Zp2a mVgykbSa-ZtNROgToJgvtlmsbvSZOglt6u2OyjFG D7ReM8VytM7c 4 14 1-B-1p 4-1-2 4 0.2.1 1 1 2d 4 25E 1J-12 0L14 Scale: 3/4• 1' 3 4 4 I Lj E=1 EHEI IEEE] H 31 = 6.10 II 3A = 30 = S.1-12 2-104 2.4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP TCLL 80.0 Plate Grip DOL 1.00 TC 0.67 Ven(LL) -0.11 1-2 >942 360 MT20 244/190 TCDL 25.0 Lumber DOL 1.00 BC 0.00 Ven(TL) -0.16 1-2 >643 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a No BCOL 20.0 Code FBC2014/rP12007 (Matrix-S) Wind(LL) 0,04 1-2 >999 240 Weight: 391la FT=20% LUMBER• TOP CHORD 2x6 SIP No.2 SOT CHORD 2x6 SP No.2 REACTIONS. fib/size) 1=875/1ilechanlcal, 2=875/Mechanical Max Uplift 1=200(LC 4), 2=200(LC 5) FORCES. fib) -Max. CompdMax.Ten.-All forces 250(Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied, BOT CHORD Rigid calling directly applied. MTek 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) Vesd=132mph; TCDL=9.Ops1; BCDL=3.OpsF h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and fight exposed; porch left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) • 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 2.04 wide will fit between the bottom chord and any other members. 4) Refer to i irder(s) for truss to truss connections. 5) 2 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(e) except (jt=1b)1=200, ``,`ykk 111A1111/7j',' 6) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and W gypsum �00. � �Pq(e,•,i shaeuock be applied directly to the bottom chord. `���0 ,.•S... GE b 39380� ��ry ATE FL Cert. 6634 August28,2015 ®WARNING - Varlry design pammelare and READ NOTES ON TWS AND INCLUDED MIFEK REFERANCE PAGE 14II.7473 rev. OVIM015 BEFORE USE. for Win MITek connectors. This design is based only upon parameters shi and is for on individual building Component, Design valid use only Appllcabllity, of design parameters and proper Incorporation of component is responsibility of building designer - not tmv designer. III shown Is for lateral support of lndlvitlualwab members only. Additional temporary bracing to Insure stability during construction is the respomibilllN of the MiTek' erector. Additional permanent bracing of the overall simature is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage.delivery, erection and bracing. consult ANSUIPI 1 Gually Criteria, DSB-B9 and SCSI Building Component 69N Perko Easl BNd. Si lnlormatlon avollable From Truss Plate Institute.781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply PERRY GUESTHOUSE T73T641B 29283 FT07G FIATGIRDER 1 n ijgb fieference (optioaal) tons sl fuss. rL warts. It. snsc. •-.....-.... ---.. .._...----_- ID;eDwO5AnnORyaziZp2a mVgykbSa-ZfNROgToJgVOITmsbvSZOgll6ze0yjFG WRaM8VyjM7c 4.s0 i 8.10.0 4-SD 4-SO Scala -1:16 9 4 2 3 3,03 = 34 = 34 = 34 = Special Special 6pedal Special kids II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lot) I/defl L/d PLATES GRIP MT20 244/190 TCLL 80.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.08 1-2 ,999 360 TCDL 25.0 Lumber DOL 1.00 BC 0.00 Vert(TL) -0.12 1-2 -920 240 BCLL (So ' Rep Stress Incr NO WE 0.00 HoR(TL) 0.00 n/a >999 n/a 240 Weight: 831b FT=20% SCOL 20.0 Code FBC20147TPI2007 (Matrix-M) Wnd(LL) 0.03 1-2 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORE) 2x6 SP No.2 REACTIONS. (Ib/size) 1=928/Mechanical, 2=928/Mechanical Max Uplift 1=-211(LC 4). 2=.211(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied ore-10-0 oc purlins. BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 1Od (0.131"1 nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 1Ed (0.131"x3") nails as follows: 2x6-2 rows staggered at 0-9-0 cc. 2) All loads are Considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise Indicated. 3) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132ri TCDL=9.Opef; BCDL=3.Opsf; h=151t; B=45ft; Lzi eave=oft; Cat. II; Exp C; EncL, GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 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 111111t t 1111 fit between the bottom chord and any other members. fx S A. 7 6)Refer to girder(s) for truss to truss ss connections. �` P 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at )oinl(S) except Ut=lb)1=211, ,�� p\�"•• G E N 2=211. 8) "Semi -rigid pitchbreaks Including heels" Member end faity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 691 Ib down and 1581b up at 1-3-4. .i 3938 691 Ib down and 158 Ib up at 3-3-4, and 691 Ib dawn and 158111 up at 5.3-4, and 691 to down and 168 Its up at 7-3-4 on bottom chord, The design/selection of such Connection device(s) Is the responsibility of others. — — ter-- — ; r ATE Al S�0NALE�\``� 1j 111fn110% LOAD CASES) Standard 1) Dead +• Roof Live (balanced): Lumber Increase-1.00, Plate Increase=1.00 Uniform Loads (pl1) Vert: 1-2=-210 FL Cert. 6634 August 28,2015 WARNING -Vwlry design pam esside end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 14II.7473ree. OVIS/201b BEFORE USE. design is based only upon shown, and Is for an Individual building component. sissis ' Design valid for use onty wtih Mnek connectors. This parameters Applicability of design parameters and proper incorporation of component is responsibility of building designer - not two designer. Bractngshovm Is for lateral support of Individual web members only. Additional temporary bmcing to Insure stability during construction b the responsibility of the M!Tek' erector. Additional permanent brat of the overall structure Is the responsibility of the building designer. For general guldance regarding fabrication, quallty control. storage, delivery, erection and bracing. consult ANSUTPI1 Quality Criteria,DSB-BB and SCSI funding Component 69" Parke East Blvd. Safety Information available from Truss Plata Institute.781 N, Lee Street, Suite 312, Alaxand,la, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply PERRY GUESTHOUSE n3is42e 29283 FTos ROOFTRUSS < 1 Jgb e na East Coast Truss, Ft. Pierce, FL 34946 Bxio II 3as = 3x8 = 338 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (lac) YdeO Ltd TCLL 80.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.04 1-2 -999 360 TCDL 25.0 Lumber DOL 1.25 BC 0.00 Ven(TL) -0.06 1.2 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(TL) 0.00 1 n/a BCOL 20.0 Code FBC2014rrPI2007 (Matrix-S) Wnd(LL) 0.02 1-2 >999 240 LUMBER - TOP CHORD 2x6 SP No.2 SOT CHORD 2x6 SP No.2 REACTIONS. (Ib/slze) 1-691/Mechanical, 2=691/11flechanical Max Uplift 1=158(LC 4), 2=-158(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. sxpD9U04 1 t00A50Gv315e81 olyJEMMSOwhxyjM7b Sea = Scale - 1:12.8 PLATES GRIP MT20 2441190 Weight: 31 It, FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid selling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accoMance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst,, BCDL=3.OpsY h=15ft; 13=4511; L=24ft; save=4ft; Cat. II; Exit C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3)' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to Dearing plate Capable of withstanding 100111 uplift al)oinl(s) except Gt=lb) 1=158, 2=158. 6) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and VT gypsum ,..... ' !'�<e sheetrock be applied directly to the bottom chord. _> GE of S' 'q I 39380 -,It ATE :Qj ',S,O N Al- � %%-e FL Cert. 6634 August 28,2015 ®WARNING. Verify deelgn panmelere antl READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Affi i2 rev. 0211642016 BEFORE USE.' Design valid for use only with MDek connectors. This design B based only upon poramefers shown, and is for an Individual building Component. A ppllcablllN of design parameters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral suppod of lndNltlugl web members only. Additional temporary bracing to Insure scialllty, during construction is the responsibillity of the 11 dial' erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �Vr fabrication, quality control, storage, all erection and bracing. consult ANSIpPll Quality Crilerla,DSB-89 and Ill BV9ding Component 69M Parke East BIW. Safety Information available from Truss Plata Institute,781 N. Lee Street. Suite 312, AIexani VA 2M14. Tampa, FL 33610 S Job Truss TNss Type Oty Ply PERRY GUESTHOUSE n37s421 29203 FT09 ROOFTRUSS 0 1 afar al East Coast Truss, Ft. Piarw, FL U946 Bx10 11 3x8 = 3x8 as 3.2-0 Scale-1:12.3 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 80.0 Plate Grip DOL 1.00 TC 0,39 Ven(LL) -0.04 1-2 >999 360 MT20 244/190 TCDL 25.0 Lumber DOL 1.00 BC 0.00 Ven(TL) .0.05 1-2 >999 240 BCLL 0.0 • Rep Stress III YES WE 0.00 Horil 0.00 1 n/a BCDL 20.0 Code FBC2014/TP12007 (Matrix-S) Wind(LL) 0.02 1-2 >999 240 Weight: 30111 FT=20% LUMBER - TOP CHORD 2x6 SP N0.2 BOT CHORD 2x6 SP No.2 REACTIONS. (Ib/size) 1=665/Mechanical, 2=665/Mechanical Max Uplift 1=-152(LC 4), 2=-152(LC 4) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132rlTCDL=9.Opsf, BCDL=3.Opst h=15ft; B=4511; L-2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) • 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. 4) Refer to glyder(s) fortruss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jalnt(s) except Qt=lb) 1=152. 2=152. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and nh° gypsum sheetrock be applied directly to the bottom chord. /11111111/// J'l p 3938 AT10. Al FL Cert. 6634 August 28,2015 ® wARNING.VvIda dealga paramelen and READ NOTES ON THIS AND INCLUDED MITEN REFERANCEPAGE MY-7473 rev, CLfaReIS BEFORE USE. ��®® Design valid for use only with Wak connectors. This design isbased only upon parameters shown, and is for anlntlividual bulltling component. design and Incorporation of component is responsibility of building designer- not two designer. Bracing shown AppllcpbilY of parameters proper Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the M!Tek' erector. Additional permanent bracing of the oven] structure is the responsibility of the building designer. For general guidance regarding fabrical quality control, storage, delivery, erection and bracing, consult ANSIRBII Quality Criteria, DSB-8y and BCSI Building Component 690,1 Parke East Blvd. Solely Information ovallable forl Plate Institute,791 N. Lee Street, Suite 312, Alexondd¢ VA 22314. Tampa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O 14 ", For 4 x 2 orientation, locate plates 0-'nt' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available In MTek 20/20 soBware 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 Handring, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System ' 6-4-8 )dimensions shown t t fitsisixteenths ^I (Drawings not o scale) O rr O x U 0 O 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 © 2012 MTekO All Rights Reserved MTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 General Safety motes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSL 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 trusses. 4. Provide copies of this truss design to the bulding 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 of each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/1PI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIAPI 1. 8. 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 purfm provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 U. 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 after 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 picturesl before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX` = 78 The lower the EnergyPerformance Index, the more efficient the home. 4104 Lookout Court, Ft. Pierce, FL, 34951- 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U-0.87 SHGC: SHGC=0.49 b. U-Factor: N/A SHGC: c. U-Factor: N/A SHGC: d. U-Factor: WA SHGC: Area Weighted Average Overhang Depth: Area Welghred`AveragVSHGC: 8. Floor Types a:Slab-On-Grade Edge Insulation b. Floor Over Other Space c. WA Addition Single-family 1 1(0) No 1004 Area 312.67 112 ft2 112 ft2 7,049 ft. 0.490 Insulation Area R-0.0 587.00 112 R=0.0 416.00 ft2 R. ft2 9. Wall Types a. Concrete Block - Int Insul, Exterior b. N/A c. N/A d. WA 10. Ceiling Types a. Roof Deck (Unvented) b. WA c. WA 11. Ducts a. Sup: Attic, Ret: Attic, AH: Attic 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Heat Pump 14. Hot water systems- None required a. b. Conservation features 15. Credits 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: `, Date: 7-2-'15' Address of New Home: p %t C f _City/FL Zip: YfJ 5 ( t�t PI er&e FL Insulation R-4.0 R. R. R= Insulation R-20.0 R. R. Area 1739.10 ft2 ft2 ft2 ft2 Area 587.00 ft2 ft2 ft2 R ft2 6 135 kBtu/hr Efficiency 29.2 SEER:16.20 kBtu/hr Efficiency 26.8 HSPF:9.00 Cap: N/A EF: CF, CV, Petal '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) 636-1492 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 - Flafles2010 Section 405.4.1 CompF�a�"�dS�T E C 0 Py RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2010 Florida Building Code, Energy Conservation via the residential Simulated Performance method should Include ❑ Form 405 (usually 5 pages/may be greater) ❑ Energy Performance Level (EPL) Display Card (one page) Required prior to CO for the Performance Method. ❑ If duct leakage has been tested then a completed Air Distribution System Test Report (usually one page) ❑ If building air leakage has been tested then a completed Envelope Leakage Test Report (usually one page), otherwise a completed Air Barrier and Insulation Inspection Component Criteria checklist (Table 402.4.2 - one page). EnergyGauge® - USRFSB v3.1 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Peery Lookout Ct R219P Builder Name: Street: 4104 Lookout Court Permit Office: St. Lucie County City, State, Zip: Ft. Pierce, FL, 34951- Permit Number: Owner. Bruce D. Peery Jurisdiction: 661100 Design Location: FL, Fort Pierce 1. New construction or existing Addition 9. Wall Types (1739.1 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block- Int Insul, Exterior R-1.0 1739.10 ftz b. WA R= ftz 3. Number of units, if multiple family 1 c. WA R= ftz 4. Number of Bedrooms(Bedrns In Addition) 1(0) d. WA R= ftz 10. Ceiling Types (587.0 sgft.) Insulation Area 5. Is this a worst case? No a. Roof Deck (Unvented) R=20.0 587.00 ftz 6. Conditioned Floor area above grade (ftz) 1004 b. WA R= ftz c. WA R= ftz Conditioned floor area below grade (ftz) 0 11. Duds R ttz 7. Windows(312.7 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 135 a. U-Factor: Dbl, U=0.87 312.67 ft2 SHGC: SHGC=0.49 b. U-Factor. WA ftz 12. Cooling systems kBtu/hr Efficiency a. Central Unit 29.2 SEER:16.20 SHGC: c. U-Factor: WA ftz SHGC: 13. Heating systems kBtuthr Efficiency .d. U-Factor: N/A ftz a. Electric Heat Pump 26.8 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 7.049 ft. Area Weighted Average SHGC: 0.490 14. Hot water systems- None required a' Cap: WA S. Floor Types 1003.0 sgft. Insulation Area YP ( ) EF: 0.000 a. Slab -On -Grade Edge Insulation R=0.0 587.00 ftz b. Conservation features b. Floor Over Other Space R=o.O 416.00 ftz c. WA R= ftz 15. Credits CF, CV, Pstat Glass/Floor Area: 0.311 Total Proposed Modified Loads: 17.08 PASS Total Standard Reference Loads: 21.95 I hereby certify that the plans and specifications covered by Review of the plans and OF'CHE Sr4, this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance- �0 - with the Florida Energy Code. F rru, •%. ai .•` o PREPARED BY: Before construction is completed V. t7 DATE: this building will be inspected for compliance with Section 553.908 -R t7 9 y ° o I hereby certify that this building, as designed, is in compliance Florida Statutes. Al yl COD with the Florida Energy Code. 1VEv OWNER/AGENT:� BUILDING OFFICIAL: DATE: DATE:. - Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qual'diea as certified factory -sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 611612015 6:12 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 Of 5 TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Peery Lookout Ct R219P Builder Name: Street: 4104 Lookout Court Permit Office: St. Lucie County City, State, Zip: Ft. Pierce, FL, 34951- Permit Number: Owner: Bruce D. Peery Jurisdiction: 661100 Design Location: FL, Fort Pierce COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. Air -permeable insulation is not used as a sealing material. Air -permeable insulation is inside of an air barrier. Ceiling/attic Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed. Attic access (except unvented attic), knee wall door, or drop down stair is sealed. Walls Corners and headers are insulated. Junction of foundation and sill plate is sealed. Windows and doors Space between window/door jambs and framing is sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including Insulation is installed to maintain permanent contact with underside above -garage and cantilevered of subfloor decking. floors) Air barrier is installed at any exposed edge of insulation. Crawl space walls Insulation is permanently attached to walls. Exposed earth in unvented crawl spaces is covered with Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, knee walls and flue shafts opening to exterior or unconditioned space are sealed. Narrow cavities Batts in narrow cavities are cut to fit, or narrow cavities are filled by sprayed/blown insulation. Garage separation Air sealing is provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures are air tight, IC rated, and sealed to drywall. Exception —fixtures in conditioned space. Plumbing and wiring Insulation is placed between outside and pipes. Batt insulation is out to fit around wiring and plumbing, or sprayed/blown insulation extends behind piping and wiring. Shower/tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier separatina them from the exterior wall. Electrical/phone box on Air barrier extends behind boxes or air sealed -type boxes are installed. Common wall Air barrier is installed in common wall between dwelling units. HVAC register boots HVAC register boots that penetrate building envelope are sealed to subfloor or drvwaill. Fireplace I Fireplace walls include an air barrier. EnergyGaugeO USA - FleRes2010 Section 405.4.1 Compliant Software PROJECT Title: Peery Lookout Ct R219P Bedrooms: 1 Address Type: Street Address Building Type: User Conditioned Area: 1004 Lot # Owner: Bruce D. Peery Total Stories: 2 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 4104 Lookout Court Permit Office: St. Lucie County Cross Ventilation: Yes County: St. Lucie Jurisdiction: 661100 Whole House Fan: No City, State, Zip: Ft. Pierce , Family Type: Single-family FL, 34951- New/Existing: Addition Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Fort Pierce FL_ST_LUCIE_CO_INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Blcckl 1004 9337.2 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 588 5468.4 Yes 2 0 1 Yes Yes Yes 2 2nd Floor 416 3868.8 No 1 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 1st Floor 99.5 It 0 587IF ---- 1 0 0 2 Floor Over Other Space 2nd Floor ---- ---_ 416 R2 0 1 0 0 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 656 ft° 0 ft' Medium 0.96 No 0.9 No 20 26.6 ATTIC / V # Type Ventilation Vent Ratio (1 In) Area FIBS IRCC 1 Full attic Unvented 0 587 ft2 N N 6/16/2015 6:12 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 i CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type _ 1 Under Attic (Unvented) 2nd Floor 1 416 1`12 0.11 Wood 2 Under Attic (Unvented) 1st Floor 1 171 ft2 0.11 Wood WALLS Adjacent wan rhea Space a_Cavitya val u Width Et In Height Ft m Area Sheathing Framing p_Val Solar Below _ 1 N Exterior Concrete Block - Int Insul tat Floor 4 19 2 9 4 178.9112 0 0.75 0 -2 E Exterior Concrete Block - Int Insul tat Floor 4 30 7 9 4 285.4 ft2 0 0.75 0 -3 S Exterior Concrete Block - Int Insul tat Floor 4 19 2 9 4 178.9 ft2 0 0.75 0 -4 W Exterior Concrete Block - Int Insul 1st Floor 4 10 1 9 4 94.1112 0 0.75 0 -5 N Exterior Concrete Block - Int Insul2nd Floor 4 19 2 9 4 178.9 ft2 0 0.75 0 _ 6 E Exterior Concrete Block - Int Insul2nd Floor 4 24 3 9 4 226.3 ft2 0 0.75 0 -7 S Exterior Concrete Block - Int Insul2nd Floor 4 19 2 9 4 178.9 ft2 0 0.75 0 -8 W Exterior Concrete Block - Int Insul2nd Floor 4 10 3 9 4 95.7 112 0 0.75 0 _ 9 W Exterior Concrete Block - Int Insul2nd Floor 4 14 9 4 130.7 ft2 0 0.75 0 10 W Exterior Concrete Block - Int Insul tat Floor 4 20 6 9 4 191.3 ft2 0 0.75 0 DOORS # Cmt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Wood tat Floor None .2 .1 .1 .0 ft2 Wall V # Omt ID Frame Panes 1 N 1 Metal Double (Tinted) 2 N 1 Metal Double (Tinted) 3 E 2 Metal Double (Tinted) _ 4 S 3 Metal Double (Tinted) 5 W 4 Metal Double (Tinted) _ 6 W 10 Metal Double (Tinted) 7 N 5 Metal Double (Tinted) 8 N 5 Metal Double (Tinted) 9 E 6 Metal Double (Tinted) 10 E 6 Metal Double (Tinted) 11 S 7 Metal Double (Tinted) 12 W 8 Metal Double (Tinted) 13 W 9 Metal Double (Tinted) NFRC Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes FdII L f•T•Fd6� U-Factor SHGC 0.87 0.49 0.87 0.49 0.87 0.49 0.87 0.49 0.87 0.49 0.87 0.49 0.87 0.49 0.87 0.49 0.87 0.49 0.87 0.49 0.87 0.49 0.87 0.49 0.87 0.49 Overhang Area Depth Separate 35.6ft2 9It101n 2ft0in 23.3 112 9ft 10 in 2ft0in 16.0 ft2 0ft0In 0110in 23.3 ft2 2it0in 1ft6ln 17.8ft2 0It0In 0ft0in 40.0 ft2 14it0in 2ft0In 33.3 ft2 9ft 10 in 2it0in 23.3 ft2 9ft 10 in 2it0In 20.0 ft2 3ft0'in 1It0In 11.7 ft2 3It0in 1It0in 23.3 ft2 3ft0in 1It0in 11.7 ft2 3It 01n 1ft0in 33.3 ft2 7 It 10 In 2 It 01n Int Shade Screening Drapes/blinds Exterior 5 Drapes/blinds Exterior 5 Drapes/blinds Exterior 5 Drapes/blinds Exterior 5 Drapes/blinds Exterior 5 Drapestblinds Exterior 5 Drapes/blinds Exterior Drapes/blinds Exterior 5 Drapes/blinds Exterior 5 Drapes/blinds Exterior 5 Drapes/blinds Exterior Drapestblinds Exterior 5 Drapes/blinds Exterior 5 6/16/2015 6:12 PM EnergyGauge® USA - FlaRes2010 Section 405.4,1 Compliant Software Page 3 of 5 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 790.1 43.37 81.57 .2696 5.0768 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 9 26.8 kBtuthr 1 sys#1 COOLING SYSTEM XZ # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16.2 29.2 kBtulhr 876 cfm 0.7 1 sys#1 SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF ff2 DUCTS ---- Supply --- ---- Return -- Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 135 ft' Attic 40 ft' Default Leakage Attic (Default) (Default) 1 1 TEMPERATURES ProgramablreXXThermostat: C[eeiilling Fans: Heating f X1 �IY Jan f X1 Feb f [ XI Mar ] AApr [ [X] rX� ] May [ ] Jun [ ] Jul fX� D0C0I ��J [ ] Aug (1 Sep LJ Oct rrXX�I Nov Dec rrXXII Dec Venting l[�xJ) Jan l[ ]) Feb [ Mar ] l 1 I ]Jun [ ]Jul [ 1 Aug [[ ]] Sep Ixl [XJ [X) Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WO) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 60 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 6/16/2015 6:12 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 4104 Lookout Court PERMIT #: Ft. Pierce, FL, 34951 - MANDATORY REQUIREMENTS SUMMARY • See Individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.6 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of =1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16113). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 6/16/2015 6:12 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 Phone: 772-785-7155 Duct System Summary Entire House Expo Studios, Inc. Project Information For: Bruce D. Peery 4104 Lookout Court, Ft. Pierce, FL 34951 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0 in H2O 0 in H2O 0 in H2O 0.00 / 0.00 in H2O 0 in/100ft 973 cfm 0 ft Job: R219P Date: Jun 09, 2016 By: Lisa M. Smyth Cooling 0 in H2O 0 in H2O 0 in H2O 0.00 / 0.00 in H2O 0 in/100ft 973 cfm Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) H x W (in) Duct Mati Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Bath c 217 8 9 0 0 Ox0 ShMt 0 0 Bedroom h 3087 141 130 0 0 Ox0 ShMt 0 0 Bedmom-A h 3087 141 130 0 0 Ox0 ShMt 0 0 Full Bath c 620 17 26 0 0 0x0 ShMt 0 0 GamelExerdse c 5364 218 226 0 0 Ox0 ShMt 0 0 Game/Exerdse-A c 5364 216 226 0 0 Ox0 ShMt 0 0 Laundiy Room h 2062 128 87 0 0 OXO ShMt 0 0 stairs c 3314 102 139 0 0 OXO ShMt 0 0 Name Grill Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FIR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Mad Trunk rb3 Ox0 1 973 973 0 0 0 0 . Ox 0 1 ShMt 2015Jun0911:17:09 C Wright5OW Right.SalleD U niversal 201212.0.13 RSUD7623 Pagel AM ... ents\WHghtsoft HVAC1SAMaJMelhomTeery2Fl Plena R219P.mp Calc-MJB Front Doorfaces: Phone: 772.785-7155 Building Analysis Entire House Expo Studios, Inc. For: Bruce D. Peery 4104 Lookout Court, Ft. Pierce, FL 34951 Job: R219P Date: Jun 09, 2016 By: Lisa M. Smyth Design C• • • Location: Indoor: Heating Cooling Fort Pierce, FL, US Indoor temperature (°F) 68 75 Elevation: 25 ft Design TD (°F) 26 15 Latitude: 270N Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 19.4 61.6 Drybulb(OF) 42 90 Infiltration: Dailyrange °F) - 15 (L ) Method Simplified wetbulb(° - 78 Construction quality Semi -tight Wind speed (mph) 15.0 7.5 Fireplaces 0 Component Btuhlit' Btuh % of load Walls 3.7 4917 23.3 Glazing 29.7 9311 44.1 Doors 0 0 0 Ceilings 5.4 3128 14.8 Floors 4.1 2401 11.4 Infiltration 0.8 1362 6.4 Ducts 0 0 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 21119 100.0 Component Btuh/It' Btuh % of load Walls 2.5 3366 14.6 Glazing 35.1 10976 47.5 Doors 0 0 0 Ceilings 6.7 3866 16.7 Floors 1.4 819 3.5 Infiltration 0.2 405 1.8 Ducts 0 0 Ventilation 0 0 Internal gains 3680 15.9 Blower 0 0 Adjustments 0 Total 23113 100.0 Latent Cooling Load = 2228 Btuh Overall U-value =0.328 Btuh/ft'-OF WARNING: window to floor area ratio = 30.2% - more than 25%. 2015Jun-0911:17:07 !@ vvrl9htS0ft- Right-Saite® Universal 201212.0.13 RSU07623 Page /+L�A... ents\WnghtsoftHVAC6SAM&JMelhomTeery2Fl Platte R219P.mp Calc-MJ8 Front Doorfaces: Phone: 772-785-7155 Project Summary Entire House Expo Studios, Inc. For: Notes: Bruce D. Peery 4104 Lookout Court, Ft. Pierce, FL 34951 Weather: Winter Design Conditions Outside db 42 OF Inside db 68 OF Design TO 26 OF Heating Summary Structure 21119 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 21119 Btuh Infiltration Fort Pierce, FL, US Method Simplified Construction quality Semi -tight Fireplaces 0 Heating Cooling Area (ft� 1036 1036 Volume (fly 9224 9224 Air changesihour 0.31 0.16 Equiv. AVF (ofm) 48 25 Heating Equipment Summary Make Lennox Trade XP17 SERIES Model XP17N-030-230-" AHRI ref 5549460 or Equivalent Efficiency 9 HSPF Heating Input Heating output 26800 Btuh@47°F Temperature rise 25 OF Actual air flow 973 cfm Air flow factor 0.046 cfm/Btuh Static pressure 0 in H2O Space thermostat Job: R219P Date: Jun 09, 2015 By: Lisa M. Smyth Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TO 15 OF Daily range L Relative humidity 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 23113 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 21958 Btuh Latent Cooling Equipment Load Sizing Structure 2228 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 2228 Btuh Equipment total load 24185 Btuh Req. total capacity at 0.70 SHR 2.6 ton Cooling Equipment Summary Make Lennox Trade XP17 SERIES Cond XP17N-030-230 Coil CBX27UH-036-230•++TDR AHRI ref 5549460 or Equivalent Efficiency 13.7 EER, 16.5 SEER Sensible cooling 20440 Btuh Latent cooling 8760 Btuh Total cooling 29200 Btuh Actual air flow 973 cfm Air flow factor 0.042 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.91 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft 2016-Jun-0911:17:0e 9 Rlght-Suite® universal 201212.0,13 RSU07023 Pagel ledk... ents\WdghtsoftHVAC\SAMBJMelhom\Peery2Ft Plerce R219P.mp Celc-MJB Front Doorfaces: Phone: 772-785-7155 AED Assessment Entire House Expo Studios, Inc. Project Information For: Bruce D. Peery 4104 Lookout Court, Ft. Pierce, FL 34951 Job: R219P Date: Jun 09, 2015 By: Use M. Smyth Design Conditions Location: Indoor: Heating Cooling Fort Pierce, FL, US Indoor temperature (OF) 68 75 Elevation: 25 ft Design TD (OF) 26 15 Latitude: 27ON Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 19.4 61.5 Dry bulb (OF) 42 90 Infiltration: Dailyrange CF) 15 (L ) Wet bulb (°F) 78 Wind speed (mph) 15.0 7.5 MLT FdurdEW FbVY i Aeago, i A®@r• Maximum hourly glazing load exceeds average by 29.3%. House has adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 0 Btuh wrightsoft' Right -Suite® U niverea1201212.0.13 RSU01623 lII.CA...entaftightsoft HVAC1SAM 3 JMelhomWeeryt Ft Pierce R219P.rup Calce MJB Front Doorfaces: 2018Jun-0011:17:08 Page 1 mo omm�yW00000y0000000 � N pW mo ^ 0o mo Pm W n 000wo r No rm m rmN10 W O m m m m mN O aqP ........... 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Phone: 772-785-7155 Job: R219P Date: Jun 09, 2016 By: Lisa M. Smyth 1 Room name Bath 2 Exposed wall 0 8 3 Room height 8.0 h heat/000l 4 Room dimensions 7.0 x 4.0 ft 5 Room area 28A ft• Ty Construction U-value Or I HTM Area (fN) I Load I Area Load number (Btuh/ft;°F) (Bluh/fV) or pedmeter (h) (Btuh) or perimeter Gross N/P/S Heat Cool Grose N/P/S Heat Cool Heat Cool 0 YYjj// 13A-4ocs 0.143 n 3.72 2.55 0 0 0 0 I--C 18-m 1.450 n 37.70 22.12 0 0 0 0 1B-m O 1.450 n 37.70 22A2 0 0 0 0 iD-c2om 0.870 n 22.62 27.10 0 0 0 0 11 13A-4om 0.870 a 3.62 2.43 0 0 0 0 1D-c2em 0.690 a 0 0 0 0 1E-c2fm 0.690 a 17.94 17.94 24.82 0 0 0 0 1E-c2fm 0,890 a 17.94 76.65 78.85 0 0 0 0 y/ 13A-4ocs 0.143 6 3.72 2.55 0 0 0 0 1D-c2om 0.870 s 22.62 29.87 0 0 0 0 IL:G 1E-e2fm 0.690 6 17.94 27.67 0 0 0 0 13A-4ocs 0.143 w 3.72 2.55 0 0 0 0 1OB-m 1.450 w 37.70 46.84 0 0 0 0 1.450 w 37.70 30.15 0 0 0 0 Mm 2om 0.870 w 22.62 77.43 0 0 0 0 C 18X19-0ad 0.408 - 1.47 1.49 0 0 0 0 C C Part ceiling. 0.249 6.46 8.08 28 28 181 226 F 19A-Obstp 0.368 3.11 1.80 0- 0 0 0 F 22A-tom 1.180 30.68 0.00 0 0 0 0 8 c) AED excursion -9 Envelope lossigaln 181 217 12 a) In0ltrallon 0 0 b) Roomventilation 0 0 13 Internal gains: Occupants g 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 181 217 Less external load 0 0 Less transfer 0 0 Redisldbutlon 0 0 14 Subtotal tet 217 15 Duct loads -0% 0% 0 0 Total room load 181 217 Air required(cfm) 8 9 Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed. '66, -FP-wrightsaft' 2015Jun-Jun Rlghl-Suile®U niversal 2012 12.0.13 RSU07623 Page 4 ...enls\WrlghlsoB HVAC\SAM B JMelhomTeery2 Ft Pierce R219P.rup Calc=MJ8 Fronl Doorfaces: E Job M R219P Performed by Lisa M. Smyth for: Bruce D. Peery 4104 Lockout Court Ft. Pierce, FL 34951 Expo Studios, Inc. Phone: 772-785-7155 Scale: 1 : 46 Page 1 faghtSuile&Urieersd 2012 12.0.13 RSU07623 2015-Jun-09 11:17:37 ...Ihorn\Peery2 Ft Pierce R219P.rup 1 Bedroor 141 cfm 141 cfm 7-1cfm Full Batt fiM-4Mr,i 01111111111ill Job M R219P Performed by Lisa M. Smyth for: Bruce D. Peery 4104 Lookout Court Ft. Pierce, FL 34951 Expo Studios, Inc. Phone: 772-765-7155 Scale: 1 : 46 Page 2 R ghtS ulteD U ri verse! 2012 12.0.13 RSU07623 2015Jun-09 11:17:37 ...Thom%Peery2 Ft Pierce R219P.rup 1070 Technology Dr. PIF N. Venice, FL 34275 Tel. 941-480-1600 ''s pgtindustries.com Product Evaluation Report Date: December 30, 2014 Product Description: Picture Window, Series 5520 Florida Product Approval#: 5012 Manufacturer: PGT Industries 1070 Technology Dr. North Venice, FL 34275 (941)486-0100 Statement of Compliance: The product listed in this evaluation report, meets the requirements of the Florida Product Approval Rule, 61620-3. This product complies with the requirements of the 2010 Florida Building Code. Technical Documentation: Elevation, anchorage/installation drawings and Test Reports: Drawing if : FPA-5520.0 Test Report(s): FTL-7893 FTL-7894 FTL-7896 FTL-7910 FTL-7892 FTL-7893 FTL-8166 Installation: Units to be installed as per the attached installation drawings. Limits of Use: 1. Maximum Design Pressures and sizes to be as listed in the test report, unless attached documentation shows lower DP's or smaller sizes. 2. This product is Impact Resistant and does not require shutters in windborne debris regions. 3. This product is not for use in the High Velocity Hurricane Zone (HVHZ). Certification of Independence: A. Lynn Miller, financial Inter( `�111t1urrrrrr LYNN. ,,,i� 0 .. i l � No. 58705 .•• =_ CSST F �C �S '•;cCORIDA•.•'• �C��� 0lVAL A. LyriAlMiher, P.E. P.E. N 58705 FLCert. of Auth. 929296 distributing pri will aqufre a fit process of this :. is employed 1 a o h VIEW I n the compan r u acturing or icts fit which this report Is being i dAf3Pk"0)krppq CHANGES A NOTED � NYWother entity Inv in the approval Dd". REVISE & RESUBMIT ❑ REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONL . THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING THE DIMENSIONS AT JOBSITE FORTOLERAN ES, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF THIS VORK WITH OTHER APPLICABLE CODES TRADES AND D FULL COMPLIANCE WITH ALL DATE q - 1 S ' 2e.1 rp NAME 1 J. MELHORN ARCHITECT T. (561) 247-0602 — F. (561) 290-1603 — GENERAL NOTES: SERIES 5520 IMPACT RESISTANT, VINYL FIXED WINDOW 1)TH1S PRODUCT HAS BEEN DESIGNED A TESTED TO COMPLY WITH THE REQUIREMENTS OFTHE FLORIDA BUILDINGCODE. 2) ALL WOOD BUCKS LESS THAN I.lW THICK ME TO BE CONSIDERED 1X INSTALLATIONS. IX WOOD BUCKS ME OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE WOOD BUCKS DEPICTED AS UAW 1-117 THICKOR GREATER. IXAND M BUMS (WHEN USED)SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE WOOD BUCK DESIGN AND IMTAL1A1101N 6 THE RESPONSIBILITY OF THE ENGINEER. (EOR) OR ARCHRECT OFRECORD, (AORj. 3) ANCHOR E MBEOMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. USE ANCHORS OF SUFRCFNT EMBEDMENT. INSTALLATION ANCHORS SHOULD BE OR WATER RESISTANCE O FV,SHING STRATEGY FOR WATER RESISTANCE OF INSTAU.ATON OFTHE E DONE BY OTHERS AND IS BEYOND THE SCOPE OFTUESE BNSTRUCTONS. 4) MAX.1K• SHIMS ME RECUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TOTIE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS, MUST BE SUFFiCENI.Y ANCHORED TO RESIST LOADS IMPOSED ON THEM BYTHE WNDOW. 5) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WNDLOADS CORRESPONDING TOTHE REWIRED DESIGN PRESSUNE.THE 33.1)3K STRESS WCWME HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD OURATON FACTOR WAS USED FOR THE EWMIUATION OF ANCHORS IWO WON. ANCHORS THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR CORROSION RESISTANCE MAX BUCK WIDTH SEE TABLE 1 B. SEE IS MAK. D.C. S'MA%. D, SEES SHEET 1 T SHEET4 T r----T--•------------- —�1 C. SEEABU r. SHEETS t / ■ SNEEf41 Z A MAX BUCK HEIGHi.SEE +I 15'MAX i TABLE J_ O.C. i 4-MAX ---5 - O.O a �----� MAX D — TYP. EQUAL-LEGIBOX & FLANGE FRAME (SHAPES SIMILAR) Window Buck Size I Design PF!Mre Ce1tI6C8DOn (CAR) Number Width Height (+)P� (d gr4 84 54 85.0 65.0 "'a, 1019 84 54 70.0 70.0 190-284, 1019 84 72 70.0 70.0 190-279, 1012 96 63 70.0 70.0 190-263. 1020 75 48 50.0 50.0 190-280. 1013 36 72 50.0 50.0 190.282. 1014 MAX SUCK MOTH SEETABLE 1 +4 Hr 4' MAX.O.O TYP. INTEGRAL FIN 8 J-CHANNEL FRAME (SHAPES SIMILAR) SHAPES MAV BEUSEDBYINSCRIBINGTHESHAPEINABLOM=OETN NO DESIGN PRESSURES FORTHAT BLOCK SIZE FROM THE TABLE ON T1e9 SXEET. oVINYL FIXED WINDOW FPA (IMP.-RESIST.)H_ g 1 GENERAL NOTES 8 ELEVATIONS J ROSOWSKIIWSKI CEIR.OF ACTH. zm2e8 ` IO TECHNOLOGY DRIVE d A� VENICE, FL 34275 p - 11}48D-1600 PINY-5520 F�';NTS 1 OFJl 4z4 FPA-5520.0 Jbil S MAX MAX. BUCK HEIGHT. SEE TABLE 1 PONY LYNN 4",,� : LICENSE -• F'Y'�: N.. 58705 ' l 615 E STA OF[NA�: �SIONAI E�G�� r�rlul W A LYNK Mn P.E. aucuncc iucTau cn Anchor SubstaI Min, Edge D)atance Min. Embedment 1 SMS (stee11"b.5. w410 S.S.) Max. OP of 50.0 P.T. Southem Pine 6=0.551 7 0' 1 a Steel, A38 3/E 0.050' Steel Stud, A853 Dr. 33 3Ri 0.037E (20 Ga.) AWmiwm 6053-T9 3W 0.050' P12 EMS (steel, 188 S.S. cr410 S.SJ P.T. Southem Pine(SG=0.55) 811E 131E Steel, ASB 3w 0.060, Steel Stud, A853 Or. 33 &e, 0.0 W (A Ga. Aluminum 8083.T5 3W 0.083' 3/16' Ullydcon (steel) Max. DP of 50.0 P.T. Soulhem Pine (SG-0.55) T/10' I 1316' Concrete (min. 285 ksl) 1' 1.NE Ungrouted CMU, 67M CA0) 2-12' 1-114' 1/4'Ultracon (steel) P.T. Southern Pine (SGc0.55) 1' id'E CcnWele m1n. 285 keU 1" 13/4' Unpolted CMU, (AS1M CAO) 2-17 1-11d' Concrete min. 285 kst 2-17 I-Yr 1/4' Cmmflex (410 S.S.) P.T. Southern Pine SG*0.W 1" 131E Concrete (min. 3.35 ksi) 1" 1314' Ungmuted CMU, (ASTM CAO 2-1f2' 1-1/4' Concrete min. 3.35 NM 2-17 1314' 1/4-Aggm-Gator (I" S.S.) Cmcmte min, 3.275 ks P.T. SO 114111 PNe (30=0.55) I 1-17 1' 1-w 131E 11 Un uted CMU STM CAD T 1-1l4' S/16' A/A PVB — 7/16' AIR SPACE - 11B' ANNEALED OR TEMPERED GLASS DURASEAL, SUPERSPACER OR CARDINAL XLEDGE VISIBLE LIGHT FORMULAS wwm eurx WIDTH-45HE HEIG W: eucx HEIGHT -IN16' VISIBLE LIGW WIDTH OR HEIGW (ALSO REFERRED TO $R DAYMGW OPENING) IS MEASURED FROM BEADINGTO BEADING. WIN f .. 6/16'A/APVB- 31W AIR SPACE 311E ANNEALED OR TEMPERED GLASS DURASEAL, SUPERSPACER e ORCARDINAL XLEDGE TABLE 3 ANCHORS INSTALLEOT 13UGH INTEGRAL FIN Anchor Substrate on.Edge Min. Menace Eanbedment 247 x n Nall P.T. So m Pine (SG=.55) 911T 2.711E Mar.x. D DIP of 50.0 2-VP x.131-Mry)ehsnk Nail P.T. Southern Pine(SG=.55) 911E 2.711E 2-17 x .14E Roofng Neil P.T. Southern Pine (SG-.55) 911E 2.711E P.T. Souihem Pine (SG-.53) V4' 131E 010 SMS Ahaninum, 6D63-T5 3/8' D.050' (steel. 18.8 S.S. Steel Stud, Gr. 33 3/E 0.034E (20 Ga) w410S.S.) Steel. A38 316' 0.050' ANCHOR NOTES: 1) 91NCROUIED CMU' VALUES MAY BE USED FOR GROUTED CMU APPLICATIONS. 2) PANHEAD, FLATHEAD OR HEXHEAD ARE ACCEPTAB LE. 3)ANCHORLENGTHTOSESOTHAT A MIN. OF 3THREADS ExiEnm BEYONDTF@METALSUBS1RAlE A- 7/16-A/A PVB — 3/E AIR SPACE 3116'ANNEALED OR TEMPERED GLASS DURASEAL, SUPERSPACER OR CARDINAL - XLEDGE GLAZING TYPES U63-T CERT.OF AUiH. pl9296 1070 TECHNOLOGY DR( N. VENICE, FL34275 (941)-4W-16DD EXTERIDR a 1Q'NOM.GLASS BITEIYP. GE-7700 OR DOW-791 SILICONE TYP. GLAZING DETAIL 1' NOM. 1 7/1 E H/H SG — 7/1E AIR SPACE 311E ANNEALED OR TEMPERED GLASS DURASEAL, SUPERSPACER, OR CARDINAL XLEDGE PVBANDSGIRTERLAWRS6 UFA=REDSY DUPONT ING (AKAWRARAYAL1ERICk INC.) VINYL FIXED WINDOW FPA (IMP. -RESIST.) 0 12/13/1' GLASS/ANCHOR OPTIONS IM J ROSOWSKI NTS J�fl 20F4 log) FPA-5520.0 1'NOM. —1 ........... ��`ONHlYNNIAtq�'r��i _ ik + No. 55705 ] A FLANGE FRAME SHDWN 131= NEIGHT E]RERIOR a EQUAL- LEGA FRAME SHOWN EDGE DISTANCE SHOWN EMBEDMENT INSTALLED DIRECTLYTO SUBSTRATE EMBEDMENT EDGE DISTANCE SHOWN INSTALLED THROUGHix BuixsTRP nl FLANGE EX1EwGR FRAME SHOWN 17 PTNK]CLG \ 7WTHICKI.G Su(XWIDTH --.. - HORIZONTAL SECTION A -A SHOWN INSTALLED THROUGH IX BUCKSTRIP EQUAL-1 LEGIBOX FRAME SHOWN �IEIIIMSEOMENT SE INSTALLED DIRECTLYTO ITSHOWN `1 ^J �� INSTALLATIONNOTE& METAL 1)SEE SHEET I MR SPACING REQUIREMENTS. SUBSTRATE 2)SEE TABLES) ON SHEET2 FOR ANCHORAGE AND SUBSTRATE REQUIREMENTS. 3) MAIL SHIM TMCKNESS TO BE 1/4'. 4) GLASS SHOWN IS FOR ILLUSTRATIVE PURPOSES ONLY AND MAY DIFFER TO MEET DESIGN 1'TMICN I.G o REQUIREMENTS. FLANGE B) FIN MMR FLANGE MAY BE REMOVED TO CREATE OTHER FRAME TYPES FRAME EXTERIOR SHOWN V EJLLUEI'-�'] SB�TE HU EMBEDMENT UW174 f EDGE DISTANCE CERT.OF AUM.iR020E 1070 TECHNOLOGY DRII VERTICAL SECTION B-B N. VENICE, FL 34275 . .....__.—... (941 Y480-1600 FIXED WINDOW FPA(IMP.-RESIST.) 8 12/13/14 Tt NS. 58T05 E$EQUAL-LEGBOX FRAMES is JROSOWSKI pa SroNALG' nlu.` � PW-5520 NTS 30F4 al.Yra 0.0LIER.P.E. 2 oz' FPA-5520.0 ;$ P.E4 WO SHOWN INSTALLED THROUGH EMBEDMENT SHOWN SHOWN EDGE DISTANCE If T INSTALLED INSTALLED WTEGMLFlN r EMBEDMENT III THROUGH THROUGH la }CHANNEL EDGE DISTANCE 11 THE FWWE INTEGRAL FlN 1' FRAME EDGE ^ �—1 SHOWN _ DISTANCE II I T 1 BUCK HEIGHT EXTERIOR 7V THICK I.G. T THICK I.G. SHOWN EXTERIO NTEGRAL FlN FRAME D_.._. SHOWN E%TERRIOR v INSTALLATION THROUGH THE FRAME.WTO METAL SHOWN INSTALLED THROUGH THE FRAME INTEGRAL FIN / BROWN r\ EMBEDMTRAMSENT EOff DISTANCE h— VERTICAL SECTION O-D 1-TNICK LG. 7R THICK LG. FUCK WIDTH HORIZONTAL SECTION C-C INSTA IARON NO FM FRAME SHOWN I 1) SEE SHEET t FOR SP=NG REQUIREMENTS. 2) SEE TABLE(S) ON SHEET2 FOR ANCHORAGE AND SUBSTRATE REQUIREMENTS. 3) MAK. SHAI THICKNESSTO BE 1N'. <) GLASS SHOWN IS FOR ILLUSTRADVE PURPOSES ONLY AND MAY DIFFER TO MM DESIGN REQUIREMENTS. S) FlN AND/OR FLANGE MAYBE REMOVED TO CREATE OTHER FRAME TYPES. SHOWN eAIK V I INTEGA FNTNROUGHTHE OMETAL INTEGRAL FIN, INTO METAL I LYNN aft/� :� VINYL FUCED WINDOW FPA(IMP: RESIST.) C 12I73114 o J-CHANNEL B INTEGRAL FIN FRAMES �e J ROSOWSKI 16615 Pff. - P STA E 5 CERT.OFAU.Nt8338 ¢ c8 TH:�.C�•.. :FLORIO�. a(j? 1070 TECHNOLOGY DRIVE S dg �'•,`,rs/ppIA�E,: N. VENICE, FL 34275 p (941}680._ 760D i PW-5520 NTS 40F4 c> FPA-5520.0 �i> ALYVIIJMILIER. PF. vEu sa os GENERAL NOTES: SERIES 5520 IMPACT RESISTANT, VINYL FIXED WINDOW 1) THIS PRODUCT HAS BEEN DESIGNED S TESTEDTO COMPLY WITH THE REQUIREMENTS OFTHE FLORIDA, SUILDINGCODE. 2)ALL WORD BUCKS LESS THAN IAA THICK ARE TO BE CONSIDERED IX INSTALLATIONS. IX WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 14M THICK OR GREATER. IX AND 2X BUMS (WHEN USED) SWILL BE MAX.BUCKWIDTHSEETABLE1 NAKBUCKWIDTHSEETA t DEGGNEDTO PROPERLY TRANSFER LOADS TOTHE TMAX STRUCTURE WOOD BUCK DESIGN AND INSTALLATION 6 B, SEE _ �ISM1WL.O.G 8'MA%. D, SEE —_+I F.-4'MAXO.C. E THERESPONSIBLLOYOFTENGINEM(EOR)OR SKEET ., BEET4 I ARCHRECT OF RECORD, (AORj. ; 3)ANCH WALLD DRESSING STUCCO. WLLLBE I T ! BEYONDWALLDRESBNGIN STUCCO.USECHORSR50F T SUFFICIENT SEAU D ENT.INS_ SEATION ANCHORS SHOULD BEOR WAT.OVERALLANC OFN3TAll.A GIFIASHING STRATEG FOR WATER RESIBTANCEOFINSTAl1AlI0N �SEElr- --T- �-----�-------- —�-t DSEE r—.T---.—.—.---.--. OFTHEEDONEBYOTHERS ANDISBEYONDTHE SCOPE SEET9t SHEEf1i OFTHESE NSTRUCOTHE r 41MAX 1WSHIMSARE REQUIREDAT EACHANCHOR I C LOCATION WHERE THE PRODUCTIS NOT FWSH TFTHE SUBSTRATE. USE SHIMS CAPABLEOF TRANSFERRING APPLIED LOADS.WOOD BUCKS, BY OTHERS, MUST BE / SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON .� EI SUCH 1 NIGHT. SEE THEMBYTHEWNDOW. HEIGHT. SEE J. I HEIGHT. SEE 16'MA% i TABLE 1 i TABLE 1 5)THEANCHORAGE METHOOSSHOWN HAVEBEEN O.C. DESIGNED TO ESISTTHE YANDLOADS CORRESPONDING 4-MAX TOTHE REQUIRED DESIGN PRESSURE. THE 3b1l3% - O.C. STRESS INCREASE HAS NOTBEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.0 LOAD DURATION FACTOR WAS I I USED FOR THE EVALUATION OF ANCHORS INTO WOOD ORS S`MAX -+T D+----� TMAX. +4 ANCHORS THAT COME INTO CONTACTNTH ITH OTHER DISSIMIL MATERMLSSH ME WEREQUIREMEWS TYP. EQUAL-LEG/BOX&FLANGE TYP. INTEGRAL FIN&J-CHANNEL OF THE FLORIDA BUILDING CODE FOR CORROSION FRAME (SHAPES SIMILAR) FRAME (SHAPES SIMILAR) RESISTANCE Window uckSizal Dedgn PreeT4lrs CoT80ca0on (CAW Number Width Height (+)P9 I I.) PBt 84 54 65.0 65.0 1 190-281, 1019 84 54 70.0 70.0 190.284, 1019 84 72 70.0 70.0 190-279, 1012 96 63 70.0 70.0 190.283, 1020 75 48 50.0 50.0 190-280, 1013 36 72 50.0 50.0 190-282, 1014 �`�apLV LYNfJ ,, �`e��N'••JCENSF VINYL FIXED WINDOW FPA (IMP. -RESIST.) N_ 12J13/14 C Na. 587G5 GENERAL NOTES & ELEVATIONS Led J ROSOWSKI 6 �c =�0 '•. srA of CERT. OF AUTH. MumcR 1070 TECHNOLOGY DRIVE i Fg%`.S�)IVALE N. VENICE, FL 34275 p m411aRa1Rnn i PW-5520 v NTS 1 OF41161 FPA-5520.0 t: ALY..... F P.E. 1070 Technology Dr. N. Venice, FL 34275 Tel. 941-480-1600 nTe pgtindustries.com Product Evaluation Report Date: December 18, 2014 Product Description: Single Hung, Series 5500 Florida Product Approval #: 1435 Manufacturer: FIST Industries 1070 Technology Dr. North Venice, FL 34275 (941)486-0100 Statement of Compliance: The product listed in this evaluation report, meets the requirements of the Florida Product Approval Rule, 61G20.3. This product complies with the requirements of the 2010 Florida Building Code. Technical Documentation: Elevation, anchorage/installation drawings and Test Reports: Drawing#: FPA-5500.0 Test Report(s): FTL-7951 FTL-7952 FTL-7953 FTL-7954 FTL-7955 FTL-7956 FTL-7949 FTL-7950 Installation: Units to be installed as per the attached installation drawings. Limits of Use: 1. Maximum Design Pressures and sizes to be as listed in the test report, unless attached documentation shows lower DP's or smaller sizes. 2. This product Is Impact Resistant and does not require shutters in windborne debris regions. 3. This product is not for use In the High Velocity Hurricane Zone (HVHZ). Certification of Independence: A. Lynn Miller, financial inten distributing pr 1 iIIiIIIII/, will aquireafii id �'N! ".t%i ^// process of this r 'V 5s7LA ^I. 1: [U A. Lynn Mile}, P.E. P.E. # 58705 FL Cert. of Auth. #29296 is employed h6 P(G1jII ja d 1 eer�)f11RE 'E " the compan r any company manufacturing or w i H CHANGES ghichh6"port is being is@0IRff&0 li �r is " rest n any other entity invgivgcl�i ftwom, luE] REVISE &RESUBMIT D SUBMITTAL WAS REVIEN LITO CONTRACT DOCTJMEI1TS ON GENER.`LL CONFORMA- CONTRACTOR IS RESPONSIBLE FOR COOBS TE FOR I�DF CORRELATING THE (TIES, FAOBRICATION PROCESSES AND RAI CLCARANCE, QUANTITIES,COORDINATION OF THI Tsai OF COS AND UIIL OMPI.IANI CE WITH ALL WITH OTHER TRA APPLIC E CODES ND REGULATIONS. DATE 3 NAME J. MELHORN ARCHITECT rr r.M401 ATIS ST-SM 214-WEST PAIN i'LOM33 f1( NOTED THE T. (561) 247-0602 - MAX wALxvnDTx MAX BUCK WOTH SEE TABLE 1 SEE TABLE , w MAX BUCK WIDTH MAX. SEE TABLE 1 S. SEE MN. B. SEE . SHEET ',�� O.G D,SEE - -l-I �--�-- d'MAX O.C. SHEET gSEE - — BHEETd` r A L SISEE SHEET3 f � I I 1YJ— sHEETi �- i i SEE r' 1Y MN(. 1 i- 11.88T MA%. O.G iT98T LAA)L O.C. I N OL BUCK I / �- 4—MAC J 0 MAX BUCK �� HEIGHT SEE MAX. BUCK O.C. _ _ HEIGHT SEE _r TABLE HEIGHTSEE TABLE Xi Q YMAX.O.C. DI I rAeLEt XI-4 ,awrNAX O.C.x. 1G'MAX.O i �--- A� IA 13.777 MAX O.G &I(t'IAVL / &1T NOANc•IOGS AisLLL _. D�--I-�— B�__ ELEVATION FOR TYP. EQUAL LEG FRAME, EQUAL-LITE CONFIGURATION GENERAL NOTES: SERIES 5500 IMPACT RESISTANT VINYL SINGLE HUNG WINDOW 1)THIS PRODUCT HAS BEEN DESIGNED A TESTED TO COMPLY WITH THE REQUIREMENTS OFTHE FLMIDA BUILDING CCCE 2) ALL WOOD BUCKS LESS THAN 1-IW THICK ARE TO BE CONSIDERED 1X INSTALLATION& IXN/GOO BUM AID OPTIONAL IF MIT IS INSTALLED DIREMY TO SUBSTRATE WOOD BUCKS DEPICTED AS M ME 1-W MCK OR GREATER. IX AND 2X BUCKS MHFN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE WOOD BUM DESIGN AND INSTALLATION 19 THE RESPONSIBILITY OF 7IE F16GNEER, (EOR) OR ARCHTECT OF RECORD, (AC) R). 3)ANCHOR EMSEDMENTTO BASE MATERIAL SHALL BE BEYOND WALL CRESSWG OR MCCO. USE ANCHORS OFSUFFICIENT EMBEDMENT. INSTALLATION ANCHORS SHOULD BE SEALED. OVERALL SEAINWLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 4)MNC 114-SHIMS ARE REWIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS. MUST BE SUFFICIENTLY ANCHORED TO RESIST IAADS IMPOSED ON THEM BY THE LNNOOW. 5) THE MRCHORAGE METHODS SHOYM HAVE BEEN DESIGNED TO RESISTTHE NANOLOADS CORREGPONDINO TOTHE REWIRED DESIGN PRESSURE. THE 33.1/3%STRESS INCREASE HAS NOT BEEN USED IN THE CESIM OF THIS PRODUCT. THE LO LOAD DURATION FACTOR WAS USED FOR THE EVMUAMON OF ANCHORS INTO WOW. ANCHORS THAT COME INTO CONTACT WGH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF WE FLORAM BUILDING CODE FOR CORROSION RESISTANCE ELEVATION FOR TYP. FLANGE FRAME, PROVIEW/ORIEL CONFIGURATION (COTTAGE SIMMR) ELEVATION FOR TYP. FIN OR J-CHANNEL FRAME, EQUAL-LITE CONFIGURATION (SIMILARANCHOR DIMENSIONS FOR OTHER CONFIGURATIONS) Window Buck Size Configuration Rohl. Rohl. Design ProDT m Certifimaw (CAR) Number Wldth Height (�) P,,y (.) Pq 62-1/8' 64- EquaHite R1 50.0 50.0 190-M. 1028 52.1/8' 84' Std. P1oVim 52-11W 91-13116' Custom Sash 52.1/8' 84' EquaWite R2 65.0 70.0 190-266, 1029 52-1/8' 64' Std. PmV!w 52.1/8' 91.1311W L]stom SaSh •• GENERAL WINDOW FPA ELEVATIONS _8 O 3/1I 8 GENERAL NOTES 8 ELEVATIONS oe J ROSOWSKI O CPRT.OF AURA Rt8285 � Sg 1070 TECHNOLOGY DRIVE pg N. VENICE, FL 34275 (941)-480-1600 N SH-5-900 _ NTS : 1 OF4 og FPA-5500.0 L> LYNN *' No. 56705 A LYNN N.ILLER, PS PE 511115 r. TABLE2 ANCHORS wSTALLED THROUGH FRAME ... F1 eNnHnaf �M 1T EnmmnrrGurNrcr.Rer n Anchor Substrate Min. Edge Distance Min. Embedment #105 (stcl, 168 S.S. or 410 S.S.) Max. DP O15S0 P.T. smithem Pine 35=0.55) 7710" Steel, A38 319' 0.050' Sled SWd, A653 Gr. 33 3/8" 0.0340" (20 Ga.) Aluminum, 8053-75 3W 0.050' 012 SMS (sled, 188 S. «410 S.S.) P.T. Southern Pine (SG-0.55) Brie, 13'6' Steel, A36 3/8, 0.057 Skel Smd. A853 Or. 33 3/6' 0.0346' (20 Ga.) Anmlmim, 60OX75 3/8' 0.067 3716' U11mcon (sled) Max. OF of 50.0 P.T. Southern Pine (SG=0.55) 7116, 13B' Concrete(min. 285 kd) 1' 13'6 Un tad CMU. STM C40 2-+/T 141r 1/4'Ultown (sted) P.T. SOudlem Pine (SG=0.55) 1' 1318' Concrete (min. 285 kd) 1" 1314' Uagmuted CMU, TM CbO 2-1/7 1.1/4° Concrete min. 285 kei 2-VZ I T4' 114" Cm teFlex (410 S.S.) P.T. Southem Pine S(34.55) 1' 1318° Concrete (min. 335 AM) 1' 1314' Upgreated CMU. (ASTM C40) 2.1fT 1-1/4' Concrete min. 3.35 ksi 2-112 1314' 1/4'Aggm-Gates (18a S.S.) �cmm(mn. 3215 ks1 P.T, Seumem VMS 1-12' 1° 1316' 1315' "namaited CMU, (ASTM C4+0 2" 1 1-1/4° [IW 3MYC0 M3 JnV Wfi KLV W Vtt SIMILAR, MAY BE USED BY INSCRIBINGTHE SHAPE INA BLAND OLi(AINING DESIGN PRESSURES AND GE FOR THAT BLOCK SIZE FROMTHETABLE ON SHIEST 1. —�{ WIDTH If +{ YAOTH rcoowep Inxrvawo�aaaanxq TABLE l REINFORfEMENT TYPFC ReInfis emerlt Upper Ute Lower Llte Level Bottom Reiff Top Ball Bottom Rail Side Rails R3 S A A A R2 C A A A Anchor Substrate With. Edge Min. Distance Embedment 2-V7 x Common Nail P.T. Southern Pine (SG=.65) S'16- 2-7I1W Max. x. DP o160.0 D 2-1f2'x.131-Ring shank flail P.T. Southern Pine(SG-.55) 9116° 2-7/16- &1/Y x .145° Hwang Nall P.T. Soumem Pine (SG=.55) 9116' 2-7116' P.T. Soumem Pine (SG=.55) 3/4' I-W #10SMS Allmburn, 6063-T6 3/B' oow (steel, 1B8 S.S. Steel Stud. Gr. 33 318' 0.0346'(20 Ga.) Sleet A38 310• 0.050' ANCHOR NOTES: 1)•UNGROUTED CMU' VALUES MAY BE USED FOR GROUTED CMU APPLHATIONS. 2)PANHEAD, RATHFAD HF%HEADAREA�ABLBL E 3)ANp10R LENGTH TO BE SO THAT A NK OF3THPFADS EXTEND BEYOND THE METALSlkaSTRATE E TYP. GLAZING DETAIL -+� TAI•NOM. 71B'NOM. 5/16' A/A FVS 5116' OVA PV6 7/16' AIR SPACE 3/8' AIR SPACE \ 1B'ANNEALED OR 3116'ANNEALEDOR \ TEMPERED GLASS TEMPERED GLASS is DURASEAL. DURASEAL. SUPERSPACER SUPERSPACER OR CARDINAL OR CARDINAL XLEDGE XLEDGE GLAZING TYPES PVB INTERLAYER MMIUFACTURED BY DUnW NC.IARAKURARAY AMERICA, INC.I VINYLSHWINDOW FPA(IMP.-RESIST.) 8 1 2113/14 4 GLAS3/ANCHOR OPTIONS =m JROSOWSKI N. VENICE, FL 34276V `� (941}480-1600 c SI+5500 x NTS N 2OF4 FPA-5500.0 REINFORCENT TYPE A REINFORCENT TYPE B REINFORCENT TYPE C I 1, .Fj�� * ' No. 58705 '* r. SHOWN INSTALLED THROUGH I% BUCNSTR® FLANGE FRAME SHOWN Bum HEIGHT EDGE DISTANCE EMBEDMENT _I EMBED-ME—M EDGE DISTANCE SHOWN SHOWN INSTALLED INSTALLED DIRECTLY TO THROUGH I% EMBEDMENT SUBSTRATE BUCKSTRIP �1 GE �FT RAILMGSASH TOP �S J I I JQ 1r G /,5Q/J%l (L��llll 11 EXTERIOR DISTAL J � I FLANGE I EQUALFRWE LEG SHOWN B WIDTH - FRAME HORIZONTAL SECTION A -A SHOWN Q� INSTALLATION NOTES: 1) SEE SHEET I FOR SPACING REQUIREMENTS. 2) SEE TABLE(S) ON SHEET FOR ANCHORAGE AND SUB SHENREQUIREMENTS. 3) MAX SHIM TO MR i) NOWN IS FOR WN IS S RAT PURPOSES G ONLY ONLY AND NAY DIFFER TO MEET OE6IGN MET DESIGN /a MS_ BOTTOM LIFT FLANGE 3)FlN 5) FIN U FLAMBE MAY BE REMOVED TO CREATE MANDIEhOpI ORWN OTHER FRAME TYPES. FRAM 6" . ICI , EQUAL IJIB' �J LEG I/ GOMWN �O J I /iJ INSTALLATIONTHROUGH EXTERIOR THE FRAME INTOMETA LYN NO ANCHD REQUIRIN LANGEON FLANGEOR VINYL SM WINDOW FPA(IMP.-RESIST.) 3 12113/14 = *1 No. 56705't T E FRRAMEANESIGLLs o FLANGE $ EQUAL•LEGBOX FRAMES am J ROSOWSKI =v '• �' ' 0: 6F15:'v� �J ST� VERTICAL SECTION B-8 CHAT. OF AUDL RBIDB &8 O�tcss �oH! . C>�= 1070 TECHNOLOGY DRIVE 11 zg° ,, �NAL ,. N. VENICE, FL 34275 -- AL (841)480-1600 iSH-5500 ,j NTS 30F4 0> FPA-5500.0 a> "'��°E SHOWN INSTALLED THROUGH THE FRAME JOHANNEL FRAME SHOWN C BDGH HEIGHT EXTERIOR a FIN FRALIS SHOWN EDGE DISTANCE EMBEDMENT STIOWN INSTALLED SHONMINSTALLEO TNROUGHTHE THROUGH THE FRAME INTEGRAL FIN --- 1 EMBEDMENT EDGE DISTANCE - WBEDIA 1111JJJrEWE —_ � o DWANCE ----OPT. SASH TOP LIFT �_J LFIN HORIFRAME FRAME SUCKNOTH ZONTAL 11 Imor7ki 1....... EXTEnRIOR FRAME � V SHOWN WSTALLATK)N THROUGH THE y CJ LJu THE FRAME, INTO METAL INTEGRAL FlN,INTO METAL ",IRA UTrr� SHOWN F, EDGE :�?dl`i,:y�GENSS'•.R BLSTALIED DISTANt7= THROUGHVINri SH WINDOWFPA (IMP. -RESIST.) g12N3r14 No.5B705 '• THE EDGE IJTEGRAL FlN DISTANCE J-CHANNEL 8 INTEGRAL FIN FRAMES e% J ROSOWSKI - jf EMBEDMENT . - -• %.p AT E F CERT.OF AUTH. iR320S L tg �'�A` FLORI�P' Gam: VERTICAL SECTION D-D 1070TECHNOLOGYDRIVE i eg° %FSSIONA��?� N. VENICE, FL 34275 (841)d80-16DD NSFF5500 } NTS 5 40F6 T)SEE SHEET 1 FOR SPACING REOUIREMENTS. Z) SEE TABLE(S) ON SHEET 3 FOR ANCHORAGE AND SUBSTRATE REQUIREMENTS. 3) MAN. SHIM THICKNESS TO BE i1r. 41GV SHOINN IS FOR ILLUSTRATIVE PURPOSES ONLY AND MAY DIFFER TO MEET DESIGN REQUIREMENTS. S) FlN E FLANGE MAY EE REMOVED TO CREATE OTHER FRAME TYPES. OPT. SASH BOTTOM LIFT HANDLEAOCK EXTTE'IRN INSTALLATION THROUGH 1070 Technology Dr. N. Venice, FL 34275 Tel. 941-480-1600 Gve pgtindustries.com Product Evaluation Report Date: June 9, 2015 Product Description: Double Hung, Series 5560 Florida Product Approval M 7058 Manufacturer: PGT Industries 1070 Technology Dr. North Venice, FL 34275 (941)486-0100 Statement of Compliance: The product listed in this evaluation report, meets the requirements of the Florida Product Approval Rufe, 61G20-3. This product complies with the requirements of the 5th Edition of the Florida Building Code, 2014. Technical Documentation: Elevation, anchorage/Installation drawings and Test Reports: Drawing # : FPA-5560.0 Test Report(s): FTL-7981 FTL-7982 FTL-7983 FTL-7984 FTL-7979 FTL-7980 Installation: Units to be installed as per the attached installation drawings. Limits of Use: 1. Maximum Design Pressures and sizes to be as listed in the test report, unless attached documentation shows lower DP's or smaller sizes. 2. This product is Impact Resistant and does not require shutters in windborne debris regions. 3. This product is not for use in the High Velocity Hurricane Zone (HVHZ). Certification of Independence: A. Lynn Miller y A t a" financial !, rest in the corn `� v nu acturin or RANGES AS I` distributing rod orwhic this report isbeijj� f Ilve�ritHnC6r i "i : • will squire a inan I intIDny other entitytinboived in the approval r f.'r ia;' :.•y%;, process of th p �PP� T 0 REJECTED SuBMI D ❑ REV.41 ISE & VIEWED FOR DESIGN CONFORM N� 0NLy AL WAS M. CT DOCU&tE -r SUIINTITT pOIv�u\NCETOCONTCRUA"IFIRMING D C LCUN SAT)OBSITEFORTOLERAN GENERACTOIS RESPON iIIILE FOR OCESSES AND _ COST FABRICATIU PR ON OF THIS CURRELATINGUAIT]TIF.S,SIUN• COORDlNAT1 CLEA}zANU OF CONSTRUCTION, `` ` 1 ECHNIQ g AND FULL COMPLIANCE NTH A� REGU CODES LATIONS. DATE A. `Lynn Miller, P.E. APPLICAII E P.E.#58705 NAMEE x�� FN A�'141rFCT FL Cert. of Auth. #29296 IrALJ a BUACH. FL 3340t PALM ,COM - LIC.Y 319 CL �� 6t) Z,�p.1G03 - JhfE B. SEE SHEETS A. SEE SHEETS' SPACEI ANCHOR EWALL' SPAM ANCHOR SEE TAB E 1 �.J 28' .� 12- MAX MAX. D.C. 1r MAX 131MAX. O.C. T x / MAx L MAX.O.G HE TABI l� 1�rMAX. O.C. !� i B, SEE SHEET3 _._../ ECUM.LY SPACED ANMORS UM SEE E1 EQUALLY SPACED ANLNO0.A B,.....•.....•.....,-_ t ELEVATION FOR TYP. EQUAL LEG FRAME, EQUAL-LITE CONFIGURATION GENERAL NOTES SERIES 6660 IMPACT RESISTANT, VINYL DOUBLE HUNG WINDOW 11THIS PRODUCT HAS BEEN DESIGNED 4 TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2)ALLWOOD BUCKS LESS THAN1-12 THICKARETOBE CONSIDERED 1X INSTALLATIONS. IX WOOD BUCKS AREOPTIONAL IFUNIT IS INSTALLED DIRECTLY TO SUBSTRATE WOOD BUCKS OEPICTEDA9IX ARE 1-1R'THICKOR GI7FATER 1X AND 2X BUCKS (WHEN USED) SHAD. SE GESIGMEDTO PROPERLYTRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS TIE RESPONSIBILITY OF THE ENGINEER, (EOR) OR ARCHITECT OF RECORD, IAORL 3) ANCHOR EMBEDMENT TO BASE MATEWAL SHALL BE BEYOND WALL DRESSING OR STUCCO. USE ANCHORS OF SUMCIENT EMBEDMENT. INSTALLATION ANCHORS SHOULD BE SEALED. O,E SF 1NWFIASHINO STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 4) MAX IW SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS WOOD BUCKS, BY OTHERS. MUST SE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BYTHE WINDOW. 5) THE ANCHOPP.GE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLCADS CORRESPONDING TO THE REWIRED DESIGN PRESSURE THE 33/TUX STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOOD. ANCHORS THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OFTHE FLORDA WILDING CODE FOR CORROSION RESISTANCE MAX BUCK WIDTH y SEE TABLE i 28' F_- MAK O.C. II 131� MAX.O.C. I / MAX. BUCK WIDTH SEE TABLE 1 B. BEE -1 r- a• MAX O.G Y MAC. SHEET 4 A.SEE T SHEET4 / F-,l MAX BUCK HEIGHTSEE TABLE 1 X 4 10 M'A.O'C'I A 13 MWf. O.C. O.C. &t? YAX ELEVATION FOR TYP. FLANGE FRAME, PROVIEW/ORIEL CONFIGURATION MAX BUCK HEIGHT SEE TABLE 1 B r-1 rMAX --I T ELEVATION FOR TYP. FIN OR J-CHANNEL FRAME,_ EQUAL-LITE CONFIGURATION (SIMILARANCHOR DIMENSIONS FOR OTHER CINiFIGURATON51 Window Buck Siza Witltl1 Height CoMlpu.tion lInf. Leval Design Prom. Cartl6ntlan (CAFO Number (.) Ind, () pgF 52-1I8' 1 84' Equalaite R7 50.0 50.0 180-287, 1034 52-0/8' 75' Std. PmView 52-119' W-318' Custom Sash 52-1/8' 84' Equelaite R2 65.0 70.0 190.288, 1035 52-11W 75' Std. PmView 52-118' 86-3/8' Custom Sash VINYL DH WINDOW FPA(IMP.-RESIST.) GENERAL NOTES It ELEVATIONS i N. VENICE, FL 34275 ?CAI LYM:? ;,• Iz CG "�'• 6( fo IS ='/; J ROSOWSKI 0. LYNN MILLER P f ;g ¢' (941)-480-1600 DH-5560 N NTS 1OF4 of FPA-5560.0 �€ P."Rum .. eR, C I. eu(YIMS I..1 Fn TMRn11GM...F TART F 3-ANO INSTAI LEn THROUAH INTEGRAL FIN r Substrate MIn. Edge Distance Min. Embedment S.S. S.) f 5D0 rw4lOS.S.) ou m a .55) 7 1 1 Steel, A30 3I8' 0.ow Steel Stud, A653 ST. 33 318' 0.03de'(20 Ga.) AWmIrDm 8083-TS 318°S S.S. P.T. Southem Pine (SG-0.56) Br18' 1316 Shed, A36 3/B' 0.050'S.) Steel Stud, A653 Or. 33 318' D.D34S' (20 Go.) Aluminum GM3-TS 3tr 0.0713' 14 Ga3/18 umac4n (slap Max. DP 01MU P.T. Southern Pine (SGN.55) 711T 15'S' Concrete (min 285 ksp l' I-yw Ungraided CMU, (ASIM C-90) 2.1? 1.1/4' 1/4' Ultracon (sleet) P.T. San ern P61e SO0.55) 1` 1-w Concrete (mla 285 ken 1` 13'4' Unamled CMU, (ASTM C-00 2-1/7 14/4' Gonads min. 2B5 kel 2-12' 13/0' lie Crete -Flex (410 S.S.) P.T. SouMem PMa SG�O. 1` 1318' Concede (min. 3,35 ksp 1` 1 {' Un ted CMU, SW C4)0 2-12' 1-114' Concrete on1n. 335 ksil 2Ll2 1814' �unan(mh1.3275ks1 t-12- 13r8' 1/4'Aggm-Gate (1B8 S.S.) P.T. Soutliem Pine (SG*0.55) 1- 1315' Un ted cMU STM C80 S 14f4' 7IB`NOM. (�- 5/16' A/A PVB- 7/16` AIR SPACE 1/8' ANNEALED OR TEMPERED GLASS DURASEAL, SUPERSPACER. OR CARDINAL XL EDGE •oI-iumvrsuvnnTwcc Reinforcement U rlrie Lowerllte Local Top Roll Bottom Roll Top Rail Bottom Rail 51de Raffle RS A B B A A R2 A C C A A Anchor substrate Min. Edge Ian. DI>anee Embedment 2-1/2* x .131' Common Nall P.T. SouDlem Pine (SG=.65) Bits' 2-7/16' Max. DP of 50.0 242' x .131-111"halk Nell P.T. Southern Pire (SG=.55) 9115, 2.7/18' 2-1W x .146- Rooting Nail P.T. Sa ern Pine (SG8.55) &16' 2-711 V P.T. Southern Pine (SG-.55) 3/4- 18/8' 910 EMS Aluminm 6063-T5 3/a` D.OTIW(14 GeJ (eteeL 188 S.S. Steel Stud, Gr. 33 318' 0.0348` (20 Ga.) a410S.S.) Steel, A98 3/B' 0.050' ANCHOR NOTES: 1)'UNOROUTED WM VALUES MY BE USED FOR GROUTED CMU APPLICATIONS. 3)MN 011LENGTN TO BESOTHAT A MIN. OF 3TImEA0.4 EX7END BEYONOTHEMETALSUBSTRATE 5/16' A/A PVB- 3/8' AIR SPACE 3/10' ANNEALED OR TEMPERED GLASS OR CARDINAL XLEDGE GLAZING TYPES 1070 TECHNOLOGY N. VENICE, FL 34275 (941)-480-1600 7/9' NOM. GE-7700 OR EMERrori j7f�ltlt\\ hMj TYP. GLAZING DETAIL REINFORCENT TYPE A REINFORCENT TYPEB REINFORCEM7YPED PVBINTEWAYERI UFACTURMBYDUFONTING(AKAKURARAYAMMR ,INGI 9 ` VINYL DH WINDOW FPA (IMP. -RESIST.) 2g 12/13/14 10 GLASS/ANCHOR OPTIONS I'M J ROSOWSKI NTS 1�1 2OF4 Infl FPA5500.0 01 ........... EDGE DISTANCE SHOWN INSTALLED THROUGH I% BUCKSTRIP EMBEDMENT FLANGE ISHOWN SHOWN SHOWN DPREMYTO THROUGH EMBEDMENT 'IIjL�J, EMBEDMENT IGy �SUB6TMIE pUCN31IBP ^ 1 DISTANCE �I Id/ 1111 -I r � I( DIGT GANCE OPT. BASH TOP /, I uFT Ra1L OPT. SASH BOTTOM LIFT FUNGE FRAME SHOWN BOTTOM SASH TOP SASH E%IjEjRIOR v EQUAL LEG FRAME BUOKWOF4 HORIZONTAL SECTION A -A MSTALLAVON NOTE 1)SEESHEETI FORSPACINGREOUIREMENTS 2) SEE TABLE(S) ON SHEET 2 FOR ANCHORAGE AND SUBSTRATE REQUIREMENTS. 3) MAX SHIM THICKNESS TO BE 1/4'. 4) GLA ONLY ANSHOWN IS FOR I ME:T DESIGN PURPOGES AND MAY DIFFER TO MEET DESIGN REQUIREMENTS. 5) FlN ANDIOR FLANGE MAY BE REMOVED TO CREATE OTHER FRAME TYPES 4*14 INSTALLATION THROUGH THE FRAME. INTO METAL Ex Ewog n Tr r : ..... ! o •':*'$- NO ANCHORS = VINYL DH WINDOW FPA(IMP:RESIST.) g 12N311a - r:°. -sT,tP .._ EnLu FRAME REQwREo N OR XFLANGEB EQUAL-LEGIBOX FRAMES JROSOWSq /'j� �_ .'U"'61 Q 1 .I _ slwwN EQUuE FRAME SILLS OERT.OF AM. A2828B n ., ,�,n' .. .• 1070 TECHNOLOGY DRIVE 1 r8 VERTICAL SECTION B-B N. VENICE, FL34275 C 'E, 4 ;.f ALYNNMILL pPE. (941 ).q80-1600 DFF5580 v NTS S 30F4 FPA-5580.0 PEASWOs SHOWN INSTALLED SHOWN INSTALLED SHOWN WSTALLEO EDGE DISTANCE THROUGH THE THROUGHIWE THROUGHTHE "" FRANE INTEGRAL FlN FRAME — r \ LO —�I— EMBEDMENT EDGE DISTANCE f FIN FRAME i EMBEDMENT n SHOWN �) IU 114'MAXSHIM 1/4'YA%6HIM `t/4'MAX SRAM L]� 1\ 1 BOTTOM I \ SA6H o� O I EMBEDNENT EDGE q DISTANCEI e I )hl I I I L SASH EXTERIOR — e J� �7 FIN FRAME OPT. SASH TOP � _ ..�("--fin ucr RUL _ sD N Buacvnom Q HORIZONTAL SECTION C-C SUCH HEIGM Q �1 1MAX. SHIM I /P r 19' MAX SHIM INSTALLATION NOTES: 0 11 SEE SHEET I FOR SPACING REQUIREMENTS. O� 2)SEETABLE(S)ONSHEET2FOR ANCHORAGE AND SUBSTRATEEXTERIOR REOUIRENENTI1. 3) MAX SHIM THICKNESS TO BE 114%4)GIASSSHOWNISFOR ILLUSTRATIVEPURPOSE60NLYAND MAYOIFFERTOMEET DESIGN Mau REMEINTS. kFW 6)FlNAN 1RANGEMAYSE 0 OPT.SASH REMOVED TO CREATE OTHER }CHANNEL Tivu"" RAIL FIN �o FRAME FRAME IYPE6. �jTFRAME 5 6HDMT1 �J �ERv 1/a'NAX MOWN INST�TIONTHE IGH THE NNTEGRAL \`� _ SHIM FRAME, INTO h4TAL FW, IWOOMETAL � : :,. .. S .j WE VINYL DH WINDOW FPA(IMP: RESIST.) c 12113A4 INSTALLED DISTMICE 2 & FRAMES '& ROSOWSKIn'-µ •� — EWE J-CHANNEL INTEGRAL FIN J 8 O '. THROUGH THE DISTANCE ^..'., INTEGRAL FIN ,�- EMBEDMENT CERT.OFAUTHmMM p8 .,• `�^_, `p.....'? VERTICAL SECTION D-D 1070 TECHNOLOGY DRIVE tg :i•n•'-"� N. VENICE, FL 34275 - (947}480.1600 DH-5560 NTS S 40F4 �€ FPA-5560.0 ;4 wL N� P.E M IM IDADE MIAMI—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Slrcet, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 8 %y. nl in mid mie."oylerononly PGT Industries, Inc. 1070 Technology Drive North Venice, Fl. 34275 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if It is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including tire High Velocity Hurricane Zone. DESCRIPTION: Series "FD-555 Vinyl' Outswing VE 2000 Tan 202 lighter shades (Non -White and White) Rigid Cellular PVC Door w/ Sidelltes and w/f ransoms - L.M.I. APPROVAL DOCUMENT: Drawing No. MD-555.1, Series titled "Vinyl French Door and SLT/ TR", sheets 01 through 12 of 12, dated 05/07/13 with the latest revision dated I 1/27/13, prepared by manufacture, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami -Dade County Product Control Section Approval stamp with the Notice of Acceptance number and Approval date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application lies been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This consists of this page I and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. NOA No. 13-0815.03 (y 1` Expiration Date: January 23, 2019 t5 t { Approval Date: January 23, 2014 Page I PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. MD-555.1, Series titled "Vinyl French Door and SLT/ TR", sheets 01 through 12 of 12, dated 05/07/13 with the latest revision dated 11/27/13, prepared by manufacture, signed and sealed by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Water Resistance Test, per FBC, TAS 202 94 3) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 2. along with marked -up drawings and installation diagram of an outswing PVC French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-7370, dated 05/23/13, signed and sealed by Jorge A. Naya, Jr., P. E. 3. Test reports on; 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) . Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an outswing Rigid PVC French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-7371, dated 05/25/13, signed and sealed by Jorge A. Naya, Jr., P. E. 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Water Resistance Test, per FBC, TAS 202 94 3) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 5. along with marked -up drawings and installation diagram of a PVC fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-7370, dated 05/23/13, signed and sealed by Jorge A. Naya, Jr., P. E. 6. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of a PVC fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. F'TL-7371, dated 05/25/13, signed and sealed by Jorge A. Naya, Jr., P. E. 7. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Water Resistance Test, per FBC, TAS 202-94 3) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 8. along with marked -up drawings and installation diagram of a PVC fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. 1' 17I 7338, dated 05/25/13, signed and sealed by Jorge A. Naya, Jr., P. E. Jaime A Gasc6n, P: E. Product Control Section Supervisor ' NOA No.13-0815.03 Expiration Date: January23,2019 Approval Date: January23,2014 E-1 PGT Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 9. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of a Rigid PVC fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-7339, dated 05123/13, signed and sealed by Jorge A. Naya, Jr., P. E. C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 2010, prepared by manufacture, dated 08/09/13, signed and sealed by Anthony Lynn Miller, P. E. 2. Glazing complies with ASTM E1300-04/ 09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No.13-0129.27 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite@ PVB InterlayW' dated 04/11113, expiring on 12/11/16. 2. Notice of Acceptance No.11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont SentryGlas® Interlayer" dated 08/25/11, expiring on 01/14/17. 3. Notice of Acceptance No. 13-1121.01 issued to Vision Extrusions Limited for their series "VE 2000 Tan 202 and lighter shades (Non -White) Rigid Cellular PVC Exterior Extrusions for Windows and Doors" dated 01123/14, expiring on 01/23/19. 4. Notice of Acceptance No. 13-1121.02 issued to Vision Extrusions Limited for their series "White Rigid Cellular PVC Exterior Extrusions for Windows and Doors" dated 01/23/14, expiring on 01/23/19. 5. Quanex Part Super Spacer Standard complying with. ASTM C518 Thermal Conductivity 0.881 BTU -in/ hr.-W-°F, ASTM F 1249 WVTR-Pass, ASTM D3985 Oxygen -Pass, ASTM E 2190 I.G. Durability -No Fog -Pass. 6. Quanex Part Duraseal complying with ASTM C518 Thermal Conductivity 2.22 BTU -in/ lu.-n--°F, ASTM F 1249 WVTR-Pass, ASTM D 1434 Argon Permeance- Pass, ASTM E 2189 I.G. Durability No Fog, ASTM E 546 Dew Point Development 20eF in 48 brs. �/ �- Jaime D. Gascon,P. E. Product Coutrol Section Supeivisor NOA No.13-0815.03 Expiration Date: January23,2019 Approval Date: January 23, 2014 E-2 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance and complying with FBC4010, issued by manufacture, dated 08109/13, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest, issued by manufacture, dated 08/09/13, signed and sealed by Anthony Lynn Miller, P.E. 3. Proposal No. 13-0079R revised by Product Control, dated 04/04/13, signed by Jaime D. Gascon, P. E. 4. Laboratory compliance letter for Test Reports No.'s FTL -7370, FTL-7371, FTL -7338 and TTL_-7339, all issued by Fenestration Testing Laboratory, Inc., dated 05/23/13 and 05/25/13, all signed and sealed by Jorge A. Naya, Jr., P. E. 5. Proposal No.13--0079 issued by Product Control, dated 01/31/13, signed by Jaime D. Gascon, P. E. G. OTHERS 1. None. - SUBMITTAL REVIEW PROVED APPROVED WITH CHANGES AS NOTED REVISE & RESUBMIT ❑ REIEC FD SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL. CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING THE DIMENSIONS AT)OBSITE FOR TOLERANCES, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF THIS WORK WITH OTHER TRADES AND FULL COMPLIANCE WITH ALL APPLICAVLE CODEP AND REGULATIONS. DATE n, I S(S NAME J.R. LHORN ARCHITECT 319 CLEMMIS Si - -M- 214 - CJr_.ST PALM BEACH, FL 33401 T. (561) 247-0602 - F. (561) 290-1603-161E111ORNARCHITECr.COM - LIC.1i AR96127 Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No.13-0815.03 Expiration Date: January 23, 2019 Approval Date: January23,2014 E-3 GENERAL NOTES: SERIES 555, IMPACT -RESISTANT, VINYL, REINFORCED, OUTSWING FRENCH DOOR & SIDELITE/TRANSOM (SLT/TR) 1)THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THEREQUIREMENE OF THE FLORIDA BU4.D HOCODE, INCLUDING THE HIGH VELOCRYHURRIGME ZONE (HIVHG) 2) SHUTTERS ARE NOT REQUVRED WHiENUSED IN YOND�BORNE DEBRIS REGIONS. 3) FOR MASONRYAPKICA710N5 IN MNMHDADE COUNTY, USE ONLY MWIAADE COUNTY APPROVED MASONRYANCHORS. MATERIALS USED FORANCHOR EVALUATIONS W'FRESOUTHERN PDIE, ASTM CW CONCRETE MASONRY UNRS (GNUS OF NORMAL WEIGMAND OFCONPRESSIVE STRENGTH OF MIN. 19 KSO AND CONCRETE WRH MINT NSIPERM'CHOR TYPE. 4) MASONRYANMORO MAY REUSED INTO WOODAS PERTABLE 1, THISSHEET.ALL WOOD BUCKSLESSTHM1.1PYTH=X TOBECONSWEREDIXINSTAUATI0N5.1XWOODBUCKS MEOPTIONN-IFUNRISINSTALLEDURECTLYTOSUBSTRATE WOODMMDEPICTEDMM ARE 1.IW THICNOR GREATER 1XAND 2X BUCKS (WHEN USM)SHALLBE pESIGNED TO PROPERLYTRANSFERLOADSMTHESMUCTUREWOODB=MSIMN INSTXL MONIS THERESPONSIBUTYOFTHEENGDIEERORMC n=OFRECORD. e) IF BILL ISTIGHT TO BUSSMATE, GROUTIS NOTREQUIRED.FUSED, NONSHRM NORMETALLIC GROUTAT 34 NSI MIN. PER ASTM DIM. (GONE BYOTHERS) MAX 1W SHIM SPACE FOR GROUT MICH MUST FULLY SUPPORT THE ENTIRE LENGTH OF ME SBLWATI3 NOT TRa1TTO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 3W FELT PAPER OR MASTIC IS REQUIRED BETWEENTHE GROMANO WDODSUBST NTE, GRAS APPROVED BY THE AUTHORITYHAVDJG JURISDICTION, COMPLYINO WITH WE M. B)MCHOREMBEDWWMB EMATERIALSHALLSEBEYONDWALLDKMINOORSTUCCO.USE ANCHORS OF SUFFICIENT LENGTH TO ACHIEVE THE EMBEDMENTSHOYM ONTABLE 1. THIS SHEET. NARROW JOINTSEALANT IS USED ONALL FOUR CORNERS OF WEFRAVE. EXTERIOR INSTALIATIONMCHORSSHOULDMSEALED.OVERALLSEAUN(IFN MSTRATEGYFOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERSAND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 7)MAX IN SHIMS MEREQUIRED ATEACH ANCHOR LOCATION WHERETHE PRODUCTIS NOT FLUSHTO THE SUBSTRATE. USE SHINS CAPABLE OFMANSFEARING APPLIED LOAD5.IYOOD BUCNB,BYMMERS,MUUMWFFlOFNTLYANCHORMTOMUSTLDADSIMP03EDON MW THE ODOR, SIDELITE ORMANSO . S)DESIGN PRESSURES: A NEGATIVE DESGN LOADS BASEDONSTRUCTURALTESTPRESSURE, FRAMEANALY615MD GLASS PERASTME1300 B.POSITIVE DESIGN LOA0$ BASEDONWATERTESTPRESSURE,STRUCTURALTESTP INURE, FRAME ANALYSIS AND GLASS PERASTN E13m. D)MMANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESISTW9 WINDLOADS CORRESPONDING TOME REQUIRED DESIGN PRESSURE. THE 33-U3%STRESS INCREASE HAS NOT BEEN USED INTHE DESIGN OF THIS PRODUCT. THE 19 LOAD DURATION FACTOR WASUSEDFOR THE EVALUATION OF MCHORS INTO WCOD. MCHOR9THAT COME INTO CONTACTMI OTHER CORROSION RESISTANCE 1G)ALL RIGID AND CELLULAR PVC MANUFACTURED BY VISION EMRUSIONS,LTM HAS MEN TESTED TO COMPLY WITH TILE FLORIDABUILDING CODE FOR PLASTICS. 11) SIZES MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER THE FLCRmA BUILDWGCODE. 12)REFERENCE3: TENTRELCOUL RAMNNOA;E N IONELCO SL .L NOA;ELCO &BEFLE%NOA;MRIGiDGRE-OATO (1"4 VSIONEXTRUSXXJS,LTD.WHRETM8BROWN-CON- RIGIDPVCEO L(tO PWNO,1f-0002.10 (134101.01&WBIONM), SIDNB, ANDS ITE8NON-WHHERIGIDCELLULAR PVCNOATi DESIGN MANU3�1f21JY2J, MbVAFBPA NDS FOR W000 CONSTRUCTIONMOADMALUMWUM DESIGN MANUAL DESIGN PRESSURE RAT0X3 I IMPACTRATING VARIES, SEE SHEETS 4&6 RATEDFORWiGEBSMALL MSSIE IMPACT RESISTANCE Group Anchor Substrate Min. Edge Distenm Min. Embedment A 311W Elm Ullmcm UnBrouled CMU (ASTM 0.90) 1' 1-1/4' Un routed CMU, M7M Ce 2-117 1.114' 910 Steel SMS (G6) dl0410 S.S. SMS d101"S.S. SMS P.T. Seulhem Pine (SG-0.55) 112 1.318' Aluminum, 6083-TV EMS, 0.0sw Steel, A3W 5/18" OD66" Steal Stud, A653 Gr. 33' 6/16" 0.056" (16 Ga) B 311W Elm Ulimmn P.T. Soulhem Pine (SG-055) 1/2" 1W8^ Grouted CMU, (ASTM C90) 2.11V 2-114' Conomle nut. 2.85 ksl 1' I 13Ta' 114' Elm Utracon Unarcuted CMU, (ASTM C9 2.1/Z' 1-V4" 72 NSIeN SMS (05) 12 ftS.S.SMS N121&6S.S. SMS P.T. Sculhem Pine (SG-0.55) e/18" I-Va" Aluminum, 6063-T6• 3/6, OD63' Steal, A3W 3/0' 0.0.58' Steel Stud, A653 Gr. 3W 3/8' Dow (16 Ga) C thr Elm Wracon P.T. Southern Plne (SG=0.65) T. 1S18° Grouted CMU, (ASTM C90) 2-112' 1.3/4' Cmcarte min. 2.65 MID V "Iw 1/4' Elm410 S.S. CreleFlaT Cowrms (min. 3.35 kaq 1° 1aN" Unamuted CMU (ASTM C90) 2-11V 1.1/4" 1IV Elm 1" S.S. A08reGalor P.T. Southern Pine (513=0.65) 1" 1-3/a" Concrete (min. 3.27 kai) 1 1-VT1 1-w UnBrouted CMU ASTM C9 4" 1-1/4" V4" Elw URmwn COMM4. (min. 2.85 keQ 2-V2" 14VW D 1/4' Efco410 S.S. CfeteFlex Commete(min. 135 kai) I 2-112° 1 1-3/4" MIN.OP 3 TABLE 2: Type Descrip0on Whore, d Usod1 1 1.3N6"Land. IG 1/8"T-11/16'Air-1/B'An-D90"PVB-11W An Door 2 1-3116°Lemi. IG 18'T-6/6- Air -11V An-.OSD'"ll-1/6"An) 3 1-3/16"LEM!, IG116"T-9V76"Air- 3116"An-.090" SG- 3116' An SIdeIHe& 4 7-311VLmnl.103/18'T-1/2'AJr-3116'An--090'313-311WAn Tnmom 6 7-WIB"Land. IG IIWT-8H6'Alr-&18°M-.090"PVB-3N8°An (SLT/IR) a 1-&78"LaInL IG(3H6'T-t/2'Aif-3118°An-.09D'WB-3116°An 60 ° DUPOM SENTRYSUSO INTERLAYER BY E.I. DUPONT DENEMOURS S CO, INC. SEE TASLE 11 FOR SPACER INFORMATION. GUmET0311EETS: GENERAL I ELEVATIONS ................ _...... 2 GLAZING DETAILS ....... .......... ,__.3 DESIGN PRESSURES_.................4d SID ELITERRMBOM MCHORS-,.4-0 INSTALLATION,.,...._.__.__..-. 7,9 E%1HUSION PROFlLES__.,,___..10 CORNER DETAILS--....— I I HARDWARE DETAILS ...._._....- ..12 IIDD � � '•4I N N 09 � J Z� h LL m unap U X N lu lu r0 Y J. t ww yy Z a. Z F Z Q LL O IY 0 00 wvs O U W ZZJ Z °ws O q KLL yj W N Q CS a o j 31$NS' MAX. SLAB / WIDTH MAX 83TSLAB HEIGHT TYP. DOOR SLAB DETAIL ET# --rl 1'MIRL(1� �I 3S31d• I MAIL/ I es %� GI I DOO GOOR lNFlGO) \ x EXAMPLE CONFIGURATIONS III d0 r— 16MA%. — . 'I MULLI 30.8 FP MAX SEE SME RANGES FROM TABLE 1. SIIEET8 111' MAX. HEHHIf OR WIDTH W70 MAX. DLO 30bMINIX SEE SIZE RANGES FROMTABLET.SHEETB WUC MAX DLO 1H' MAX HEIGHT OR WIDTH MULLION LENGTH u III 1'MGLL —Z— -~-4-- 1 MULL Ell t XIO OIXIO SWJLS 0ARROWSIILESANOWIDE S1 RAILSSHOMON61DELITM dP MAY. 38J/4' HORIZONTAL i MILLION ' LENGRI RI=-� tl R'% de' "1T1 1'MULL J OIXXIO SINGLE O SINGLE O 010 (ADDITIONAL MULLED � II (NDESTILESANDWIDE (WOESTILESANDWIDE (NARROWSTIIESAND NARROW LITES ALLOWED) !LA RAILS SHOWN ON SIDEUTES) RAIL3 SHOWNON SIDELRE91 RAISS OWNONSIDELRESI (WIDE SRIESpNDNARROW 0/0 WITH REST RAILSSHDWNDNSIDEUTES) HORIZONTAL SINGLE ODORS MAY BE LEFT OR MGKT U DEO. MULLION MULLIONS SHOWN ARE STANDARD 1• FRENCH DOOR MULLIONS PERTHIS NOA (WIDE STRESAW MULLED CONFGURA70NS NOT SHOWN MAY BE POSSIBLE USING OTHER MULLION TYPES. SEE SEPARATE NOA WIDE RAILS SHOWN FRENCH DOOR MULLION IS LIMITED TO 98' IN VERTICAL APPLICATIONS AND dP IN HORMOWALAP UATIONS. ONSIDELRES NARROW OR WIDE STILES AND RAM1S MAYBE MUSED WITHIN THE SAME SLTRR OR MULLED ASSEMBLY. Tim ADDITIONAL CONFIGURATIONS USING THE 1' FRENCH DOOR MULLION ARE POSSIBLE. WE THE ABOVE DRAWINGS AS REFERENCE FOR SITE LIMITATIONS OIXWITH HORIZONTAL MULLION (NARROW SDLES AND NARROW RAILS SH01w ON TRP_ N90M) ny/ po Y Imo. a UO'� noa O ,g pNJ � J q C ZLL 4IL m m t oL Y Vzo QN o O dQ WE $$ O O H � IrL N Z 8 %5 O a Z LL n oseD saAa,{ DOOR SIDELITE & TRANSOM GLAZING DETAILS I GLAZING DETAILS I3IWNOM. I GLASS STACK 19/16'I NUATED I 1afl6'NON. GLASS STACK 13D6'NOM. T/1MAKNATED GLASS STACK j GLASS STA GLASS STACK aITMNEALED GLASS �S/16'ANNEALED GLASS 1MVMRSPACE ODWD EPVB GIITAIRSPACE /.WDUPONTSO W-AWAGE PEREDGLASS /WANNEALEOGLASS I 1/e APEREDGLASS —XIWA1NNEALEDGLAS9 3fiCTEIAPEREDGIA4. 14 74 _1 14 n�999 t+nr n lvtr 6IA5691E GLASS TYPE I GLASS TYPE TYP. WIDE FRAME GIA4NG DETAIL, NARROW FRNMESIAIIIAR I�ITNOM. QLA999TAC1( JAINATED I 13t16'NOM. GLASS STACK AMINATED GLASS QIA586TACK J _ I GLASS GUSS STACK /1I3'ANNEALED QLASS I 3IWMNEALED GI WMRSPACE 09R DUPOW 911WAEESPAGE .L18 wm __SUTACREPVD SWACITE PW WP OGASS t/9'ANNEALEDGLASS I 1/3'7EMPEREDGIASS LIS ANNEALED CL I t4 14 7116' LAMVIATED GLASSSTACK iMWANNEALEDGLASS �.6 DUPONTSG -WIS- NNEALEDGLASS _L cues 6PE GLASS TYPE 4 TYP. NARROW FRAME GJSINO DETAIL, N1DE FRAME SIMILAR. 13116'NOM ���..J GLASS STAp( I G AT D IASSSTACK /� I I I I _�SI18'ANNEALEOGLASS 3/16'7EMPERED WIT GLAWBAE GLASS TYPE 2 GLASS TYPE 5 GLASS TYPE 8 �� ••. ^Loam;: �t��.- TYP. NARROW FRAME GUSihG TYP. WIDE FRAMEOLAZNO ONAL- DETAL WIDE FRAME SHAE DETAK. NAWOW FWAE S0.61AR 'I/1111110 L SG=OUPOW SENTRYGLAS®I WERLAYER BY EA. OUPONT DENEMOURS&CO..ING A.LYNN MUMPS PEA6WW 11 SINGLE DOOR INSTALLATION 4-MAX 9-12 CENTERED BETWEEN HINGES HINGES X DOUBLE DOOR INSTALLATION A r� L _L 8'MAX. —_ MAC MPX CENTEREDBETINEEN I / % ANCHORS CENTERED BETWEEN I ' HINGES SEE I NOTEi 1 I i MAX MAX CENTERED B HINGES I CENTERED I ! �. TABLE DOORDESIGNPRESSURE r/EGOPw Glaaawpa1 aATOAPOP Dlna Typa2 ANCHOR REQUIREMENTS SAMEASHEAD XX (USING ASTRAGAL) SIDELITE-TO-SIDELITE SIDELITE-TO-DOOR MULLION INSTALLATION MULLION INSTALLATION 4.O.C.MIN., (010, 01010, ETC.) (XIO, OIX XIX OIXIO, XIOIX, OI)0IO, ETC) BEETABLE4. _ — ` SEEMULUONCLUSTFR SEE MULLION CLUSTER THIS SHEET. \. DETaY RELow DETAILSELOW SHEET FOR TYPE I I I i I I > I I I; I I I I SEE NOTE I I I SIDELITE SI ANCHORREQUIREMI SAME AE HEAD N!—'IIIMIT-MA% —I 4-O.C. MIN.y11 6' �� ]IX Doen P1,aAnehan Rsqulnd H..dae & Q 6 9111 Door WNU On) IB GI 2 78 P SO d 4 d s 6 s 4 6 W q & 4 8 d 8 S 4 TRANSOM -TO -DOOR (X!O) OR TRANSOM-TOSIDELITE (0/0 MULLION ATTACHMENT& INSTALLATION ATTACH DOORS, _ SIDELRES & �� TRANSOMSTOTHE MULLION AS PER / = /� ♦♦ THE MSTRUORON = / MULL ON \♦♦ OF THE INDMDUU- TRANSytM 1 HORIZONTAL PRODUCT 1 MAX MMUON �� I I APPUCATIONS Biff �WAYREQU jTAO(2) NCWRE l\h1O I�ANCHORS TABLET: DOOROR (TYPEAO)ATEACH -'�—, _% T�T— SmELTTE MULLION END. .1410 PSF 40' MNC MULLION LENGTH IN HORIZONTAL APPLICATIONSTRANSOMS. IF'�IY 4 ADDITIONAL THAN REQUIREBETWEEN STRUCTURE OR DAD MULLION BETWEEN TRANSOM TRAHSON AND DOORATIDELITE. ATTACHOCORSAM SIDEUTESTOTHE OFTIEINDIVD)UN. DOOR OR SIDEUTE TABLE& VFAIiCAL MULLI01 DESIGN PR Ilm •14140PSF Amhara RiauIRa fora VONaI Whim (each mMSaaany Doar4r SBWtlf2aeom WdN GN 12 M 32 30.Y1 40 Al 62 Dtv WA 2 1 a Y A WA SUNR SO 1 2 1 2 2 1 a 2 1 a 2 1 Dm WA 2 1 3 2 1 a 3 2 WA WA WA mTRR AS 1 2 1 3 2 1 8 a 2 a 3 2 FQR•opw AND SIMILAR CONFIGURATIONS CONTAININGA DOUBLE DOOR p0(), USE ONLYHALFOF THEFRAME 1VD)TH OFTHE DOUBLE DOOR MEN USING TNIS TABLET OF ALL HEIGHTS TO ALWAYS BE ANCHORED WTM SIXANCHORS. SEE TABLE 1. SHEET 1, FOR IRS. FOUR OF THE SIX ANCHORS MUST BE INSTALLED THROUGH THE HINGES, ONE AT EACH DETERMWETHE DESIGN LT:T4 SINGLE DOOR NAY BE LEFT OR RIGHT4IANDED. MULUONS SHOWN ARE STANDARD 1• FRENCH DOOR MULLIONS. MULLED CONFIGURATIONS NOTSHOWN MAYBE POSSIBLE USING OTHER MULUONTYPES, SEE SEPARATE NOA IE LOWESTCIOMPONENT DP MTO BETNE OVERALL ASSEh18LY OP. FRENCHDOORMULUONISUNITEDTOOS•INVERTICALAPP TIONSAND40•INHORPONTALAPPLICATIONS. NARROW Oft WIDESTILESANUR MAYBEMIXEDWITHINTHESAMESIDEL RANSOMORMULLED/ MBLY. mR BIEER NOT sHOINN_ ROUND UP TO THE HEXT AVAILABLE SHORT ORLONG DIMENSION. �I ❑ °Ia0 SOD 0 N JJ NIL po Z NIL sB O LL OAfO fpp' z G3 O P� OD 2 j O O V � ggg ®g 00 ' = y Z Z w W o LL Z Z Z 7h7 5 ❑ 6 aIN osaD •-+'as TABLE B. Sldaliterfreaam Des1BR Pma (./-, ps1) for Glsea Types 3 e4 Lap Sue M) 033'10 884/0 70 72 78 78 82 N N IN-1/2 00 I W 1 164 HIS 111 24 41.70 4140 +1-70 +N0 +I N 4140 N-TO N40 +1-70 4M N-TO Na0 +140 +/.70 +F70 Na0 28 +170 4140 4170 +170 .1-70 4140 +I40 +h70 +140 +NO N-70 +/d0 +/-70 +1-70 N-70 N-70 32 +1-70 +/-70 +/-70 +1-70 +140 W40 + M. +FTO N40 +1-70 N-70 +1.70 .140 N-TO +F70 N-70 30 N-70 +/-70 +1-M +h7o .I -TO N-70 N-TO +1m N-70 +1-70 +1-70 +1-70 +140 N-70 Na0 +1-70 3B0/4 41-70 4/-M 41-70 .NO +hTO 4140 +1-70 +1-70 N-70 +1-70 +1.70 +I-70 .1.70 +1.70 .1-70 +/.M 40 41-70 .1-70 N70 +1-70 i1-70 .1-70 a/-70 +1-70 +/-70 +1-70 +/-70 +1-70 +/-70 +/-70 N-70 N-70 42 41-70 +/-70 4170 +1-70 +I-70 4140 +M. N-70 4170 +1.70 .H-70 +/-70 +1 .6 ./E86 F 44 +1-70 +1-70 +/-70 +NO +1-70 +1-70 +1-70 +1-70 +1-7D N4D.8 +/68.0 N67.7 +/4T.3 48 N-70 41-70 .1-70 N-70 +IdO +/-70 0-70 +169.4 +M8.7 W.6 NbMS +/4M8 W 40 N-70 +/70 .1-70 N-70 +NO +/ p.8 .1-011 +/4.8 +MT +/.me H64.7 60 +140 +/-TO +/-70 +h70 +I-70 +I4Y8.4 +/47.6 +168 +14 4 +/41.1 f° 52 +1.70 4/4 N-70 +1.10 N60.1 +MT.1 +W2 .180.8 +f430 Fit +1.70 +NO +RO i/68.2 J6 +1456 +I66 66 ♦1-70 N70 +16M7 N48.3 +147.1 +)bd.9 +f4%Q Be +/-70 4/70 +/a +/67.6 .16M3 +/N 60 4170 068.8 +1456 +Ig7 +145.0 82 ./-70 +1 B2 +148 +1 M5 030110 W-70 N68.1 N47.9 +1 0.2 666/8 +t4.l ./4M8 TABLE B EldeliteRrnrmom mdgn Pmmm, pal lm ma®Typaa 668 Lap We (M) 83WIS W.Sta 66 70 72 76 70 G2 G4 80 92 1 S0 I SO IN 100 Ill 24 .170 1 .1-7D +/-70 +1-70 N70 N-70 +ND N40 N-M +1-70 N-70 N70 N-70 +/-70 +1-70 +/40 28 4/40 +/-70 +}70 +1-70 +1A0 N-70 N-70 N-70 +/-70 N-70 W70 N70 +/.M +/-70 .1-70 +/-70 32 .1-70 +1-70 +1-70 +1-70 .1-TO N-70 +I-70 N40 +I-lo a/-70 N-70 +170 N-70 N70 +/70 .170 3B 4140 +I70 N70 +I-70 4/-70 +170 +1-70 N70 4/-70 N-70 +140 41-70 N-7D 4-70 +/-70 .I-70 38814 aM +/70 +h70 N40 N-70 ./-A ./-70 .170 4140 +16 9 +149 ./4M3 N6.B 40 ♦140 a/70 .NO 4-70 N-70 N-70 +170 H69.8 +169.3 .148,3 +/67.4 +14M7 +/6M3 42 4170 .1-70 +/-70 .140 N70 N69.5 4/4180 0,67.6 .147 +/66 +/65.1 44 r/-70 +170 a/-70 N40 +/641 N47.5 ♦1- MB +/46.6 +I65 N444 4B +1.70 +I-7D +16 4 +l{gA +/67.4 N45,B 4185.1 a/4D.8 a/43.2 m 49 41.70 41468 1 +/68 +/ g 4166 +I.N.3 +/615 .1622 CO N6B.B N67.8 +/6M8 +/45.7 +1647 +/629 +/821 +/6M7 +W.6 414 6 4161.7 54 +14M3 N41M7 +/44.B +/41B +/428 m N67.1 ♦11 +/64.T 4/Q8 58 +IV.3 N645 +1615 GO 8 62 a188B 810110 +/4;fi8 SIDELITENRANSOM INSTALLATION (0) 2W O.C. MAX 2bIM O.C. MAX IF 5110RTSID IS I.--� SIDE i3 IE 4PORSOSHORT S I I fIORT 28'O.G MAX 1 1 - -- I I SEETABLEIU, SHEET 0FOR NOAY}1 �j� 6LONGSIDEISI 4P ORLE99 I 1 ANOIOR 1 QUANTITY. SEE I I TAULEI,SHEETI j FORANCHOR I I 1 I I TYPE. z 23L2'O.C. MAX 1 i IF LOW41DE IS i I OVER T I 1 I 1 fYILLX(LONG SIDE) (SHORT aluD (WOESTILESWDIMIDE N n vi Dui RAILS SHOWN ON SIDMI7E51 .J.I Z w m I^1O'e LL U_ XN 6 Q77 122 Z mY 1�CC Owb 2WD.C. MAX 28-12'O.C. MAK o.l p Q O C ..4 N IFSHORTSIOEIS IFSHORT SIOEIS 40'ORLESS I- .114P +-Z aZ .. Z O ______________ Im S ® O 01 N SEE I I I I SEE TABLE IO, 28'O.GMAIL I I 1 R m j IF7ONOSIDEISI I i ANCHOR FS U N Z 40'ORLESS I I 1 1 QUANTITY, SEE FLE 1. SHEET d O OZI D: IL K D_ Z e s I I I TYPE (7 DD1j w J G S O LL ��� I 1 1 1 1 w11 'DS4D cores 7j76 IF LONG.C.MAX IF LONG SIDE IS OVER40' i i I I I-YNN M/ : Y�ON•; ......, tYMA%(LONO 6'MAK ($14OWSIDE) �*: ND.58T05 DURROW3TILE9 ANO NARROW RAMS SHOVM ON SIOELRESI „0 •, _(J�y, NOTES: l/ONA1-1�.+a II 1)NARRONORWIDE3TILESANORAILSMAYSEMOORWITHINTHESAMES07ELffUR N30MORMULLEDASSEMBLY. 1111I I11+ 2) SIDEL17MRANSOM MAY BE A SINGLE. STANDALONE UNIT. ALYNN MRLER.PE. 3) MR MMS NOT SHOWN, ROUND UP TO THE NEXTAVAILABLE SHORT OR LONG DIMENSION, n c ero EMBEDMENT 11' INSTALLATION -� SHHIIM 23 OPTION 1 INSTAUATIONANCHORS EDGE 16 INTO 2X WOOD. DISTANCE L _ I TrP.MCHORTYPE.3 EMBEDMENT AND AND EDGE DISTANCE PER 71 SUBSTRATE, SEE TABLABL1. SE I, SHEET I. n r 1 ANCHOR PER HINGE I II TOBETROUGH SUBSTRATE MIN. 410 C FIATHEAOSMS,SEE TABLE 1. SHEET 1. ]2 E EXTERIOR 70 DETAIL 2XWOODSUCKSTRIP ALSO WE BELOW ORFRAMING,SEE NOTE2. THIBSHEET EMBEDMENT EDGE DISTTANAN CE i r INSTALLATION ' OPTION 2 •..J', INSTALLATION ANCHORS DIRECTLY INTO MASONRY. DETAILQA`1 ANCHORPERHWGETO BE�ROUCJi SUBSTRATE.FLATHEAD ALSO SEE ABOVE LRTRACON, SEEEE TABLE I. SHEETI. TYP. ANCHOR TYPE, E M W OMENT AND EDGE DISTANCE PER SUBSTRATE, BEE TABLE 1. SHEET 1. AVOID INTERFERENCEWDIH OPPOSV4G ANCHOR SY CHOOSING ETAW NG LOCATHOR TYP.ANCHOR TYPE, STAGGHIING LOCATIONS. EMBEDMENT AND EDGI DISTANCE PER SUSSTF 23 10 iB '7 SEE TABLE I, SHEET I. _ _ I 1 ANCHOR PER HINGE METAL SUBSTRATE. 71 w EMEEnRRIIOR I - FRENCH DOOR MULLION 18 TB v DETAIL EMERIOR n DETAIL JQ TYRANCHORTYPE. 1) USE ONLY SUBSTRATEAPPROPRIATE ANCHORS LISTED ON TABLE I, SHEET I. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. ANY INSTALLATION OPTION SHOWN MAY BE USED ON ANYMEOFTNEOOOKSNEUTEORTRANSOM. I -STA EOF W0•. �Tf/` I I 2)00 BUCKS DEPICTEDONTHMSHEETAS-1X',ARE BUCKSW'HOSETOTALTHICKNESSISLESSTHAN I-DT.IXWOOOBVCKSAREOPTIONPLFUWCANSE INSTALLEDDIRECTLYTO �� FLOMOI'.., R MASONRY. WOOD SUCKS DEPICTED AS ARE 1.17 THICK OR GREATER. INSTALLATION TOTHE SUBSTRATE OF WOOD SUCKS TO BE ENGS•E:ERED BYOTHERS ORASAPPROVED BYTHE i°S C� ADTHORITY HawnoauRlwlDnoN. '�T�S�ONA��1` ' 3)FORATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OFASIIE TO PROVIDE MLLSLPPORTTOTHE FRAMEOF TIIEDOOR, SIDELRE OR TRANSOM. ALTHN MhLER Pt. 4) IFAPPLICABLE,LOYYESTOESIGN PRESSURE FROM DOOR SIDELITE,TRANEOM OR MULUONAPPLLESTOTHEYAIOLESYSTEM. F.E.,6610.5 EXTERIOR � 31 1-FRENCH OOORMIlLL10N DETAILQD INSTALLATION OPTION 3 BusTALunDN AwcnoRs THftoucH iX aucKsrftw INroeusauar. EMBEDMENT � a -I ttP.ANCHORTTPE 1K E DISTAENTAND EOGEDISTA PER SHIN 23 TG.ME E,T1. DISTANCE ABLESUms1,S TABLE 1, SHEET 1. ttP.ANCHOR TYPE, EMBEDMENT - AND EDGE , DISTANCE P SUBSTRATE, SEE TABLE i, SHEET I. CONCRETECMU • � w ,. PERANCHOR .• REQUIREMENT 1XWOLD EXTERIOR BUCKSTRIP, 77 SEE NOTE2. THIS SHEET. INSTALLATION NOTES S KlELRERRANSOM FRPII.E W IDTH DETAILQF Im MAX. SEE TABLE I, SHEET I. SHIM DIRECTLY INTO METAL EWE 1 ANCHOR PER HINGE TO BE R DISTANCE THROUGH SUBSTRATE. MIN. 'UF' A10 FLAlHFAO SMB WRH itt MN.3THREADSBEY0ND DOOR Bl TYP.ANCHOR METALSUBSTRATE. 7, B ~ VLSIBLELIOHT VADTH(OLD) III...--- 7 ANDEDGE DISTANCE PER SUBSTRATESEE TABLE 1, SHEET 1. DETAILI DOORFRAMEWDTH EXTE RIOR V EXTSIUM v EMeEIOMTFM Eo>oe DISTANCE 1) USE ONLYSUBSTRATEAPPROPRIATE ANCHORS LISTED ON TABLE 1, SHEET 1. FOLLOW EMBEDMENTAND EDGE DISTANCE LIMRS.ANY INSTAl1Al10N OPTION SHOWN MAYBE USED ON ANYBIDEOFTHEODOR, DONTEORTFNN91 2)WOODBUCKS DEPICTEDONTHISEETASAS 'Il-ARE BUCKS Yh1 nR.TALTHICXNESSISLESS THAN 1-WOFWOOD BUIMSAREOPTIONAL IFUNIT CANBEPLRTALLEDDI(tECTLYTO MASONRY.WOODHAVIN13JRBOEPICTEDAS'2)PARE 1-t/T THICKOR GREATER.INSTALLATION TO THE SUBSTRATE OFWINDBUCNSTO FNOINEERED BY OTHERGORASMPROVED BYTHE AUTH3)FOR ATTACHMENT CHMENT URISDICRON. 3)F APPLICABLE. LOTOMETAL'THESTRUCTURALMEMBER SHALLBE TOF RANSOM SIZE OM TO MULLION FULL SUPPORT THE TO THE FRAME OF THE OOOR,SIOELTTE OR TRANSOM. d) IF APPiICABLE, LOWESTOESION PRESSURE FROM ODOR. SIOELITE,TRANSOM OR MULLIONAPPLIES TO THE WHOLE SYSTEM. `- MIAMI-DADS APPROVED MULLION (SEE SEPERATE NOA),ALUMINUM.STEEL DETAILIE FRAMING OR STEEL MD. SEE SUBSTRATE PROPERTIES, TABLE B.THIS SHEET DONCRETE,GAU PERANCHOR REQUIREMENT I. n I j) IIOR �d EXTERIOR —NeDI w 32 V DETAIL c INSTALLATION —� OAS 2 INSTALLATION ANCHORS DIRECTLY INTO MASONRY. rkI M00 In O N 4LVrIy � OJ QjJ � Z Ld VS LL d unop 0U X9 ILt Z on F 9,0 t wa J 0a V Z Q. Z m z� 6 LL 0 °P K $ 00 revs 0 k� N N Z O FQ elves J JyLL N 2 z 0 S z LL Wyss ra k:aD INSTALLATION OPTION 3 INSTALLATIONANCHORSTHROUGH 1x Buacsrrtw IINro MAsoNRr. E T ANCHORTYPE, MMENTANO EDGE WCE PERSUBSTRATE, GBIE 1, SHEETI. AVOID RFERENCEWRH ISINGANCHORBY DSBNOTHEGGRRECT RHOS STAGGERWO TICKS. DETAILQ DOOR MSIBLE LIGHT HEIGHT(DLO) INSTALLATION OPTION 3 INSTALLATIONANCHORSTHROUGH _ EDGE 1XBUCKSTRIPPRONASONRY. EDGE DISTANCE DISTANCE 2XW000 BUCXSTRIP �— /�� ORE NOTED, o EMBEDMENT EMBEDMENT THIS NOTE T THIS SHEET -- i IX WOOD BB_UCKSTRIP, SEE NOTE2,THISSHEET. TYP. ANCHOR TYPE,EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 1. SHEETl. DOOR FRAME HEIGHT L TYPE. EMBER TYPE EDGE AND EDGE DISTANWBEITFCEPER TABLE 1,sHOUE SEE TABLE 1.SHEET I. DETAIL S TRANSOM WINDOW FRAME \1SIBLE LIGHT HEIGHT I Kloff(DLO) EXT`E,RIOR INBTAIATIONNOTES: r 1) USE ONLY SUBSTRATE.APPROPRWTE ANCHORS LISTED ON EXTERIOR �I DETAILQJ DETAILTABLE pf I, SHEET I. FOLLOW EMBEOMENTAND EDGE DISTANCELDAITS.ANYINSTAIAnONOPnONSHOWNIMYREUSEDON ANY SIDE OF THE DOOR, SIOELNE OR TRANSOM. I INSTALLATION TYP ANCHORO Z h Z OIL I I OPTION AND EDGE apD xep ssuas 2)WOODBLICKS DEPICTED ONTHIS SHEET AS'iX',ARE INSTALLATION I INSTALLATION DISTANCE PER BUCKS WHOSE TOTAL THICKNESS IS LESS THAN I-10./X MOD BUCKS ARE OPTIONAL IF MITCAN BE INSTALLED OPTION? �� 11 I 22 ANCHORS DIRECTLY 2B BUBSTRATE, SEE IIIIIII/// DIRECTLY TO MASONRY. WOOD SUCKS DEPICTED AS'Tlt'ARE lNSTALATIONANCHORS j1 I _ E��MENi INTO MASOMLY. TABLE I. SHEETi. 1\L11lK `\O�(LYNN 1-1R'THICK OR GRFATER.INSTAIAnONTO THE SUBSTRATE VITU=MOD. TYP AND EDGE ���h�; •GENSS' V ;-ry OFWOOD BUCKSTO BE ENGINEERED BYOTHERSORAS 24 DISTANCEPER 1 iN'MAx SHIM OR �' •'.* APPROVED BYTHE AUTHORITY HAVING XPRIDICTION. - SUBSTRATE, SEE 3.4 KSINON-SHRINK, NON-NETALID ` * ' No. 58705 3) FOR ATTACHMENT TO METAL: THE STRUMRA MEMBER 2 TABLE I, SHEET I. GRDUT-FULL - •, SHALL BE OF A SIZE TO PROMOE FULL SUPPORTTO THE LENOTH ••.� * FRAME OF THE DOOR, SIDEUTE OR TRANSOM. FULL LENGTH 114- MAX. SHIM -0 )Z-%— ,UFAPPLICABLE, LOWEST DESIGN PRESGUREFROMDOOR. �� ;�Ao-•, STAE SIDELHE, TRANSOM OR MULLION APPLES TO THE WHOLE ELffiEDMENT ACOR\OP:'C2�� SYSTEM. 2X WOOD BVCKSTRIP EMBEDMENT CONCRETEPER ,i_ �/ S$ ORFRAJNG,SEE - ANCHOR 1.NOTE2, \ h//�ONAI. V TH19 GREET REOOIREMENT `1\ EDGEDISTANCE EDGEDISTANCE A.LYNN IREX IU�'E P 4.68Y 1. 1 1.000• OFRAME HEAD & JAMB #20000, Cellular PVC ASO' 3584` Ivr - 5 HINGE STILE REINFORCEMENT #20013, 6063T6 1594' 358 F)" 8 INACTNE 13 ASTRAGAL COVER #20004, Rigid PVC aers -� mY O��❑� 1.37a• ° 1 2 FRAME SILL #20001, Rigid PVC mY ASO' ABP - 9518' 3518' OTOP & BOTTOM RAIL REINFORCEMENT #20014, 6063-TB 7-1 1.147 281' 14 BEVELED BEAD Wuaas, Rigid Pvc Q7 PANELSTILE REINFORCEMENT #20015, 6063T6 al. . TD60` 15 OGEE BEAD #20008, Rigid PVC a1z• ,.� 1 OPANEL RAIL & STILE #20002. Cellular PVC �F-- 2281' --� ..,ez• a4jf/j ,.46T r076' Y OSIDELITE ADAPTER #20003, Rigid PVC .Our 3Ai8' 1.08]' 10 1'FRENCH DOOR MULLION #20022, 608346 III --I 129 1.45P Imo} my �� � .66tl' 611P ..�uli� �3iTYI .062' .07V }— .61a i+} r Imo' iA r FRAMESC� ADD -ON 1°MULLION ACTNE 16 COVER 1� FIWFLANGE 18 CAP 19 ASTRAGALCOVER #200D7, Rigid PVC #20008, RVd PVC 0009, Rigid PVC #20011, Rigid PVC 2ABY 3zir .DSO• 1.0i6• ACTNE 8 ASTRAGAL #20016,6063T6 --I 147V I 9 INACTNE ASTRAGAL #20017,606346 2285' �I 1 1 ''012' I" —I �r 1.625. 200' J .0 SINGLE DOOR I ANCHOR THRESHOLD HINGE TRIM 20 ASTRAGAL COVER ZZ SILL CAP 23 PLATE 24 CAP 25 DRIP CAP 26 COVER #20012, Rigid PVC #19609, ­R191d PVC #10031, 6063-T6 #20020, 6063T6 #20021, 606376 #20023, Rigid PVC ALL WGID MID C6LLUIM M BYM90N E RUSIONS, LTD. lo�G�N i�&���x�5m�'sig���'�H�$�',g3�'��w S �o 5W mYfi§ is Fq 9hT a'� 'mm, �mR P 3S .- R gs S'=33 'aq� '2�"q 0®a^ �+�ma N e.-am M Q Rib � T9 33� 3 Nm �nlg�� aN: max^ �� OA a � o_ om 9am��3n$ 3 �� m 9 tli6mCa R�P4^ c�3Ac8o n8� Im o 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 P.O. BOX 1529 ® NOKOMIS, FL 34274 cEFR.oFwm.Fd2&6 (941}4961600 VINYL FRENCH DOOR AND SLTlTR 8 W113 8 CORNER DETAILS AND BOM J ROSOWSKI c - FD555 N NTS b 11 OF 12 �N MD555.1 � Kin EDUAAY- sPAGED 1II \ a• ' MWL T "X" CONFIGURATION TABLE 11: HARDWARE DETAILS & LOCATIONS 4T-49 B] , 64 # PGT Pert# Description Meto#sl 2 0 o Lac (MI, AMWbWyStateless SE 48 66=2702 P30003PT MIM) Lock (Dta Bff), AMesbmy Ina. Stainleas Steel 49 71032X1 FPFX Rhino Lock Saew. 1D32 X I"PhIL FH Slalnle6s Steel 52 20027 Ae table Stnke PIMOAssema .Ame9 sue. siatmeae steel 63 20028 Genter Strike Plata Assembly. Amesbury be. Stainless steel 64 7S101X Slfte Plem Screw, :N10X1"PtlI.FH 410S.S. 65 7SX12PFHUK 81rOro Plate Scrmv, : NO X 17Y' PhIL FH 410 S.S. 60 76B1202 Flush Bait (lop B7 7803728 Flush Bell Roo 62 420M Flush Bolt Gukle 83 7832X12FPNs Flush Boll Guk/e Scrsw- 832 X Ur PhIL FH 64 48033N Suits Pm 65 78036 Molt Bolt Stake Plate Amesbury Im. Staines Steel 66 7832X12FP)P Flush Boo Sinks Plate Screw, P09: NS X314" PHI. FH 410 S.S. 67 %miles HanolalLater ee vanes Dummy Henaleflelw 70 20025 Bull Hoge. AmosbUy, Inc. Stalnloss Steel 71 71032XIFPFX Hoge, Slab Screw. #1D32 X i" PNI FH Slalnlass Steel A78101X Ferga, Flame Sco w.#iO XP Phi. FH Stainlasa Slasl TDT3 r I "XX" CONF MHOE DETA ' Q 4- 0 0 4• —_rl TO SEE DETAIL, TOPLOCK SIMI \ Slid' BEYOND PANEL M�IAMIOM MIAMI-DADE COUNTY PLOW PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mtamldadeeov/pera/ PGT Industries 1070 Technology Drive, North Venice, Fl. 34275 SCOPE; This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the -expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control .Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone, DESCRIPTION: Series "PGT" Clipped Extruded Aluminum Tube Mullion - L.M.I. APPROVAL DOCUMENT: Drawing No. 63003X titled "Impact -Resistant Aluminum Tube Mullions", sheets 1 through 22 of 22, prepared by manufacturer, dated 08129/11, signed and sealed by Anthony Lynn Miller, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at thejob site at the request of the Building Official. This NOA revises 140A 010-0819.05 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No.11-0922.01 Expiration Date: May 26, 2016 Approval Date: December 08, 2011 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. 6300JR, titled "Impact -Resistant Aluminum Tube Mullions", sheets 1 through 22 of 22, prepared by manufacturer, dated 08/20/11, signed and sealed by Anthony Lynn Miller, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 24113.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of clipped aluminum mullions, prepared by Fenestration Testing Lab, Inc., Test Report No. FTL 6443 (samples A-] thru E-1), dated 02/28-11, and addendum letter dated 05105111, all signed and sealed by Marlin D. Brinson, P. E. (Subm tied under previous NOA #10-0819.03) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2007 and FBC-2010, prepared by manufacturer, dated 09/20/11, signed and sealed by Anthony Lynn Miller, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. None. 06 ��y� F. T ,� y , 'Vr I EN F. i I�ment letter onforman interest, a T`�D2TI'tgne anC �ArrRO ED proposal�0 L0 issued b� +c [] REVISE & RESO 'I. , roduct Control E, ,kR6W7 and PBC-2010, and no financial sealed by Inthony Lynn Miller, P.E. FRGes, dated 01/07/11, signed by VV,MrnD FOR DESIGN ONFO ITS ONLY. THE SICi'.IITT� tANCETOCONTRA D GENhRA11C �IeFIRMINGAN pg .-rn A,c rOR IS 4i'illQEi181iD. NS�en't01 CLEARANCE,QUgvlii ON COORDINA"11UIN�• T '04NIQUES OF CONSTRUCTI AND FULL COMPLIANCE WITH ALL OTHER LRADS AND REG LATIONS. DAB (S �t APPLIC LE CO NAME ?a 1 MaHORN ARCHITECT 319 CLEMATIS ST - S1-E 214 - WF3r PALM SEACHTM 13'U T. (561) 247.3192 " F. AT' 290-- - ]URLHOFNARCHITEMCOM - LIC,# AR96127 for their PGT Series miring on 05/26/16. "ej Perez, P.E. Product nt 1 Examiner NOA No.11-0922.01 Expiration Date: May 26, 2016 roval Date: December 08, 2011 SUITABLE FOR ALL LOCATIONS REQUIRING NOWIMPACT OR LARGE AND SMALL MISSILE IMPACT -RESISTANT PRODUCTS FIGURE 1: MULTIPLE MULLI WEYETNE A11WG4 BHEET924 e LE ONS wwrvomGm FoavEatK.Atwu MCI .OR PRgii ".OR ¢rN sneEraza aHwNE IXiTH AWUI XI �/ �/ 4EEPETutR 9aEEf3 FBYFBTRAna PFOWCT9110 BEGFANVTYF MDATeE / � � IMMIPACNPf �SEEDEFAL¢e XOPGCRAL AOA.K sreeraza IBIGTH XOR4 AL NIAL LE H ADDITIONAL EXAMPLES OF MULL CONFIGURATIONS: MULL F--ONBiNG W --j I LENGTH I— I y F HIT m r ' r SINGLE MULLION L SINGLE MUWON `1 FRONIR UREIAOOVIi. ARb FPDMFlGUIEtABWE. GENERAL NOTES: 1) DETAILS SHOWN ARE FOR THE MULLION ONLY. ANCHORS SHOWN ARE W ADDITION TO ANY ANCRORS REQUITED FOR THE FENESTRATION PRODUCT INSTALLATION. TYPICAL APPLICATIONS ARE SHOWN. EACH SITUATION I$ UNIQUE AND SHOULD BE EVALUATED BY AN EXPERIENCED INSTALLER FOR THE BEST INSTALLATION METHOD. OPTIONAL 1X OR 2X WOOD BUCKS IF USED, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS AND ME TO BE DESIGNED BY OTHERS. 4TGBE X�.UUA� 2) THE TYPE AND NUMBER OF ANCHORS IS CRITICAL TO THE STRUCTURAL PERFORMANCE OF THE MULLED UNITS. MUWONS HAVE BEEN TESTED AS 'FREE-FLOATING' AND 00 HOT NEED TO BE DIRECTLY ATTACHED TO THE MULLION CLIPS, BUT SHALL NOT HAVE AGAP OF MORE THAN 1/4'FROM THE CUP. S) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WWDLQADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. MULLIONS ARE CALCULATED TO DEFLECT NO MORE THAN LN50 THE 1B STRESS INCREASE WAS NOT USED IN THIS ANCHOR EVALUATION. THE 1.0 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF WOOD SCREWS. 4) PROPER SEAUNG OF ENTIRE ASSEMBLY IS THE RESPONSIBILITY OF OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. Ite 5) USE THE COMBINED WIDTH OR HEIGHT OF ONLY TWO ADJACENT FENESTRATION PRODUCTS TO DETERMNE PRESBURES AND a ANCHORAGE FOR THE COMMON MULLION, SEE EXAMPLES ON THIS SHEET AND SHEET 21. FOR MULTPLE UNITS, CONSIDER ONLYTWO ADJACENT UNITS ATATIME WHEN USINGT14E DESIGN PRHSUREANDANCHORAGETABLFS.7HE LOWEST DESIGN 1Bpn PRESSURE OFMULTIPLEMULLIONSOR FENESTRATION PRODUCTSSHALLAPPLY. FOR COAL B) WHEN FINDING YOUR SIZE IN THE MULLION TABLES, ALWAYS ROUNDUP TOTHENEXTSQE SHOWN ON THE TABLE(S). IL 7)ANCHOR EMBEDMENT TO BASE NATERIALSHALL BE BEYOND WALL DRESSINGORSTUCCO. WOOD BUCKS SYOTHERS, MUST BEANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE COATED OR CORROSIONRMWANT AS APPROPRIATE FOR SUBSTRATE MATERIAL. DISSIMILAR MATERIALS SHALL BE PROTECTDAS REQUIREDTO PREVENT REACTIONS. 1 S)REFERENCETESTREPORTS:FR-6445; ELCOULTNACOWAGGRE-GATORNOAS;ANSVAFWANDSFCRWOODCONSTRUCRON; ADM.ALUMINUM DESIGN MANUAL C MULLIONSAND CLIPS HAVE BEEN DESIGNED S TESTED TO COAPPLICATIONS, THE REQUIREMENTSOLY TO THESEDWTABURDNG CODE. AND ARE APPROVED FOR IMPACT AMID NOWIMPACT APPLICATIONS. MILLIONS ARE ONLY TO BE DEED WITH PGT-APPROVED FENESTMTICN PRODUCTS HAVWO CURRENTAPPROVAL9. 10) MULLIONS ARE IN COMPLIANCE FOR USE IN THE WANT INSTRUCTIONS: 1)DETERMINETHEDESXH4PRESSUREREQUIREMENT(LBSFV FORTHEOPENINGUSINGTHEASCE•TSTANDARD. 2) CHOOSE A MUWON TYPE THAT WILL RTTHE DEPTH OF THE FENESTRATION PRODUCTS FRAME DEPTH. 3) REFER TO SHEETM TO DETERMINE F THE WINULOADNGIS-RECTANGULAR-OR'IRUWGULARRRAPEZOIDAL'. 4) FIND THE CHOSEN MULLIONS MULLION CAPACITY (LBS/FT9 FROM TABLES 1ATHROUGH 15A ON SHEETS 5 THROUGH 17 )�MORIL NUULENGM--1 MULTIPLE MULLIONS QUIREMEW (LBS/FM FORTHE O➢ENING OBTAINED W STEP 1). GENERALNOTES... ....... _.._.-..l MYM 1X2X EXAHLPLFS I a I ................... 21 LOAGND E%AMPLES..-.�.....�.22 6) FROMTHE SAME TABLE USED IN STEP 4)ABOVE, FIND THE VALUE IN THE NEXTCOLUMN ANCHOR CAPACITY REOUNED (LOS). THIS VALUE REPRESENTS THE WINDLOAD TRANSFERRED TO THE SUBSTRATE BY THE ANCHOR$ AND MUST BE BET TO ATTAIN THE FULL MULLION CAPACITY. 6) FROMTHE ANCHOR CAPACITY(LBSI TABLE ON THE SAME SHEETAND USING YOUR ACTUAL SUBSTRATE CONDITION (MULTIPLE ANCHOR(SUBSTRATEFANCHOR-CLIP PATTERN My APPLY) SELECT AN ANCHOR CUP PATTMN AND VERFYTHATTHE REQUIRED ANCHORCAPACRYISNET. 7) IFTFE MULLION CAPACIIY(U3WT') OBTAINED IN THE TABLE IS HIGHER THAN THE DESIGN PRESSURE PRESSURE REOUNEMENI-Nm FPI FOR THE OPENING. YOU MAYUSE THE 'ANCHOR CAPACITY ADJUSTMENT FORMULA' TO OBTAIN THE LOWER ANCHORCAPACITY REOUEED. WITH THIS VALUE A LOWER ANCHOR CAPACITY OPTION MAYBE SELECTED FOR THE SAME SUBSTRATE B) VERIFY THE DESIGN PRESSURE RATING (LBSIM FOR THE FENESTRATION PRODUCT TO BE USEDAND COMPARE WITHTHE FINAL MULLION CAPACITY (LBSIFT) OBTAINED FOR THE MULLION SYSTEM. THE LOWER OF THE TNOSHALLAPPLYFORTHE ENTIRE MILLED FENESTRATION PRODUCTASSEMBLY. 9) HIGHLIGHT OPTION USED AND TABLE VALUES USED IN A SPECIFIC APPLICATION WHEN USING THIS NOATO APPLYFOR A PERMIT. A NP.6$705 LE H ADDITIONAL EXAMPLES OF MULL CONFIGURATIONS: MULL F--ONBiNG W --j I LENGTH I— I y F HIT m r ' r SINGLE MULLION L SINGLE MUWON `1 FRONIR UREIAOOVIi. ARb FPDMFlGUIEtABWE. GENERAL NOTES: 1) DETAILS SHOWN ARE FOR THE MULLION ONLY. ANCHORS SHOWN ARE W ADDITION TO ANY ANCRORS REQUITED FOR THE FENESTRATION PRODUCT INSTALLATION. TYPICAL APPLICATIONS ARE SHOWN. EACH SITUATION I$ UNIQUE AND SHOULD BE EVALUATED BY AN EXPERIENCED INSTALLER FOR THE BEST INSTALLATION METHOD. OPTIONAL 1X OR 2X WOOD BUCKS IF USED, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS AND ME TO BE DESIGNED BY OTHERS. 4TGBE X�.UUA� 2) THE TYPE AND NUMBER OF ANCHORS IS CRITICAL TO THE STRUCTURAL PERFORMANCE OF THE MULLED UNITS. MUWONS HAVE BEEN TESTED AS 'FREE-FLOATING' AND 00 HOT NEED TO BE DIRECTLY ATTACHED TO THE MULLION CLIPS, BUT SHALL NOT HAVE AGAP OF MORE THAN 1/4'FROM THE CUP. S) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WWDLQADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. MULLIONS ARE CALCULATED TO DEFLECT NO MORE THAN LN50 THE 1B STRESS INCREASE WAS NOT USED IN THIS ANCHOR EVALUATION. THE 1.0 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF WOOD SCREWS. 4) PROPER SEAUNG OF ENTIRE ASSEMBLY IS THE RESPONSIBILITY OF OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. Ite 5) USE THE COMBINED WIDTH OR HEIGHT OF ONLY TWO ADJACENT FENESTRATION PRODUCTS TO DETERMNE PRESBURES AND a ANCHORAGE FOR THE COMMON MULLION, SEE EXAMPLES ON THIS SHEET AND SHEET 21. FOR MULTPLE UNITS, CONSIDER ONLYTWO ADJACENT UNITS ATATIME WHEN USINGT14E DESIGN PRHSUREANDANCHORAGETABLFS.7HE LOWEST DESIGN 1Bpn PRESSURE OFMULTIPLEMULLIONSOR FENESTRATION PRODUCTSSHALLAPPLY. FOR COAL B) WHEN FINDING YOUR SIZE IN THE MULLION TABLES, ALWAYS ROUNDUP TOTHENEXTSQE SHOWN ON THE TABLE(S). IL 7)ANCHOR EMBEDMENT TO BASE NATERIALSHALL BE BEYOND WALL DRESSINGORSTUCCO. WOOD BUCKS SYOTHERS, MUST BEANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE COATED OR CORROSIONRMWANT AS APPROPRIATE FOR SUBSTRATE MATERIAL. DISSIMILAR MATERIALS SHALL BE PROTECTDAS REQUIREDTO PREVENT REACTIONS. 1 S)REFERENCETESTREPORTS:FR-6445; ELCOULTNACOWAGGRE-GATORNOAS;ANSVAFWANDSFCRWOODCONSTRUCRON; ADM.ALUMINUM DESIGN MANUAL C MULLIONSAND CLIPS HAVE BEEN DESIGNED S TESTED TO COAPPLICATIONS, THE REQUIREMENTSOLY TO THESEDWTABURDNG CODE. AND ARE APPROVED FOR IMPACT AMID NOWIMPACT APPLICATIONS. MILLIONS ARE ONLY TO BE DEED WITH PGT-APPROVED FENESTMTICN PRODUCTS HAVWO CURRENTAPPROVAL9. 10) MULLIONS ARE IN COMPLIANCE FOR USE IN THE WANT INSTRUCTIONS: 1)DETERMINETHEDESXH4PRESSUREREQUIREMENT(LBSFV FORTHEOPENINGUSINGTHEASCE•TSTANDARD. 2) CHOOSE A MUWON TYPE THAT WILL RTTHE DEPTH OF THE FENESTRATION PRODUCTS FRAME DEPTH. 3) REFER TO SHEETM TO DETERMINE F THE WINULOADNGIS-RECTANGULAR-OR'IRUWGULARRRAPEZOIDAL'. 4) FIND THE CHOSEN MULLIONS MULLION CAPACITY (LBS/FT9 FROM TABLES 1ATHROUGH 15A ON SHEETS 5 THROUGH 17 )�MORIL NUULENGM--1 MULTIPLE MULLIONS QUIREMEW (LBS/FM FORTHE O➢ENING OBTAINED W STEP 1). GENERALNOTES... ....... _.._.-..l MYM 1X2X EXAHLPLFS I a I ................... 21 LOAGND E%AMPLES..-.�.....�.22 6) FROMTHE SAME TABLE USED IN STEP 4)ABOVE, FIND THE VALUE IN THE NEXTCOLUMN ANCHOR CAPACITY REOUNED (LOS). THIS VALUE REPRESENTS THE WINDLOAD TRANSFERRED TO THE SUBSTRATE BY THE ANCHOR$ AND MUST BE BET TO ATTAIN THE FULL MULLION CAPACITY. 6) FROMTHE ANCHOR CAPACITY(LBSI TABLE ON THE SAME SHEETAND USING YOUR ACTUAL SUBSTRATE CONDITION (MULTIPLE ANCHOR(SUBSTRATEFANCHOR-CLIP PATTERN My APPLY) SELECT AN ANCHOR CUP PATTMN AND VERFYTHATTHE REQUIRED ANCHORCAPACRYISNET. 7) IFTFE MULLION CAPACIIY(U3WT') OBTAINED IN THE TABLE IS HIGHER THAN THE DESIGN PRESSURE PRESSURE REOUNEMENI-Nm FPI FOR THE OPENING. YOU MAYUSE THE 'ANCHOR CAPACITY ADJUSTMENT FORMULA' TO OBTAIN THE LOWER ANCHORCAPACITY REOUEED. WITH THIS VALUE A LOWER ANCHOR CAPACITY OPTION MAYBE SELECTED FOR THE SAME SUBSTRATE B) VERIFY THE DESIGN PRESSURE RATING (LBSIM FOR THE FENESTRATION PRODUCT TO BE USEDAND COMPARE WITHTHE FINAL MULLION CAPACITY (LBSIFT) OBTAINED FOR THE MULLION SYSTEM. THE LOWER OF THE TNOSHALLAPPLYFORTHE ENTIRE MILLED FENESTRATION PRODUCTASSEMBLY. 9) HIGHLIGHT OPTION USED AND TABLE VALUES USED IN A SPECIFIC APPLICATION WHEN USING THIS NOATO APPLYFOR A PERMIT. A NP.6$705 DETAILA: MULLION TO 2X WOOD BUCK OR WOOD FRAMING (OFFSET CLIP SHOWN) ertxsaTr& 8TN0MD OFI9E E=. C RbMYBE IN9TPLLFB BY •'.a < rlapNernpp FROM VIEW INSTALLATION NOTES 1) ANCHOR EMBEDMENT TO BABE MATERULL SHALL BE BEYOND WALL DRESSING OR STUCCO Mux�a 16nR0 sFORRNIXEM E IDCMTKN9 0{/ L 26PNA'(iIXi aLNULuoNa 2) QUANTITY OF ANCHORS AND MULLION SDS SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION ONLY. BECAUSE THE ANCHOR CAPACITY IS BASED PARTLY ON THE ANCHOR TO ANCHOR DISTANCE, THE CORRECT OUANITTY AND LOCATION OF ANCHORS MUST BE FOLLOWED, REFER TO THE TABLES ON THE FOLLOWING SHEETS. FOR DETAILS A , EITHER THE STANDARD ORINTERIOR CUP MAY BE USED. 3) ANCHOR HEAD TYPE MAY BE PANHEAD, HEN¢AD OR FLATHEAD C) WOOD SUCKS ARE OPTIONAL, SEE DETAIL C, SHEET 3. B) FOR MASONRY APPLICATIONS IN MIAMI-DADS COUNTY, USE ONLY MKI&DACE COUNTY APPROVED ELCO ULTRACON OR ELCO 1/V B.S. AGGREGATOR MASONRY ANCHORS. DETAIL 5: MULLION ATTACHED TO 1X WOOD BUCK AND MASONRY (STANDARD CLIP SHOWN) FRONTVIEW * / ryp.5B705 %-10 •:.Q 11 gp Il ;PO ST TE OF A P. DETAIL C: MULLION DIRECTLY ATTACHED TO MASONRYSTRUCTURE (STANDARD CLIP SHOWN) EXTERIOR a. a EWEBISIPNCE Fpi NVBCi IfIBIWmR9 l 11 RT N31 (:DNCRETE OR CMU FRONT VIEW V•-1 NN2ABBICBNmmQ cmu SIDE VIEW DETAIL E: ti +mL9N I— MULLION TO MULLION INTERSECTION (U-CLIP) NOTES; \) MAY BE INSTALLED IN 'TEE' OR 'CROSS' INTERSECTIONS. vu BS 2) MAY INSTALLFALLY. NTAILY L (SHOWN) (SHOWN) OR VERTICALLY. S) SEE U-CLIP DRAWINGS, SNEETS 18-20 TOP VIEW FOR CORRESPONDING MULLION. FRONT VIEW DETAIL D: MULLION ATTACHED TO STEELSTUD (STANDARD CUP SH 'IMM SIDE VIEW INSTALLATION NOTES: SnwnuRE 1)ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO.' °Na BBBBIMIE. gFETPBIEB+&10B ONLQUANTITY ECA OF SE THE ORS ANCHOR CAPACITY 15B SHOWN ED PA ABOVE ARE FOR HORTOA NCH REPRESENTATION e, g�g�ETB FRODULTRB Mft ONLY. BECAUSE THE ANCHOR LOCATION O YINCASES MUSTLY ON BEFOLL WW.R REFER TO THE TABLES ON THE +g2p/OR ® 1104 ft iDdwlNNePIm1EB CORRECT QUANTITY AND FC L E AT SA-D, ANCHORS THE STANDARD D RD OR I EG RE11 CLIP Y TABLES . THE HBLE BuMm2 Code FOLLOWBJOSHEET3. FOR DETAILS A�D, EITHER THE STANOHRD OR INTERIOR CLIP MAY BE USED. ` ` LDGnW6 Aagvano: No 1 ,/\ Ba n+kBDery lip 4) ANCHWOOD B HEAD TYPE MAY AL. SEE DETAIL IL C, SHEET OR FLATHEAD. A)WOOD BUCKS ARE OPTIONAL, SEE DETAIL GSHEET3. IL`\\\\)iG'1` M PrgduN ................ 5)FOR MASONRY ORLM IWS.S. AGGRE COUNTY, USE ONLY I-DAOE COUNTY APPROVED �E �� o Nsnxa `� O ELCO ULTRACON ORELC01/d'B.S. AGGREGATOR MASONRY ANCHORS. FOR 8TEF1:91vo2TNMxEaIINN sEEinptEB �d`, -VCENSF •";"+' FRONTVIEW +e onaro ealmlwnwmmTT,EneuenNB +o-+w cooe.Aexwoaow<�RrvaTusm. QS:'•.* f� ARrclwrmeromERs = #': No. 50705 EXTERIOR us2w000wacxaas7Ecs SIDE VIEW _ iy�_ ,• —_ NOTES' •. 0. ) 3.�It 1) FOR 2X WOODIBAOOED STEEL STUDS. MOD i�O •'• ATE F UD ANCHOR VALUES MAY BE USED, �` ,!YORTO,.• (B 3) SEE CORRESPONDING MULLION TABLES, SHEETS 517, FOR OUANTRYOFSCREWS. A. LYA{NICER P.E. FL P.E.# 58705 EXTERIOR Exfmm (D DETAIL F: DETAIL G: - DETAIL H: FIELD -MODIFIED MULLION CLIP ANGLE MULLION CLIP BAY MULLION INSTALLATION (F-CLIP) (ANGLE CLIP) (ANGLE CLIP) Mromm•sTFE4 awN.0uu0RNnmtmT m O O O O SIDE VIEW exowxwrmrxrx.ln• NULm NOTES FOR INSTALLATION OPTIONS P 1) DETAIL IS NOT APPLICABLE FOR THE SAY OR 1.26' X 2.11•X.12S MULLION. 2) SEE TABLES 1B-10R FOR ANCHOR CUAN7ITIE3 MID SHEETS 18,2D FOR HOLE LOCATIONS. 3) THE 295 CLIP IS NOT SUITABLE FOR THE APPLICATION. O O O O TOP VIEW i eC'1 -1; it r�> \�U wrovroaD EXTERIOR w�Ntl'Bo \ EIITERIOR \ EujEO�? � �� � � —®` PRODUCTRgV155D PEM1 W^ F Buoam3 md ftC wWIlm Flmlde f Code INIOWDDg3TEEL Anryl9p w ! ALW CAU OPNABDWiV 1 O Dvb eme olSTuxE N PBT pxNyc!- -®— NOTES FOR INSTALLATION OPTION GS R. rv�11.1VIM ..•114evi� O qZ•� y�DEN3F•~. RR 1)WE CLIPS PER MULLION END. CLIPS MUST BE INSERTED INSIDE OFMULLION. �;' •.* i1; ND.58706 DETAIL SEE TABLE9IB-i 13 FOR ANCHOR OUANTDIES AND SHEETS 16M F0A MOLE — ' LOCATIONS. 3)DETAIL H: BEE TABLES 128 OR 1SE FOR ANCHOR QUANTITIES AND SHEETS 1820 FOR �q•••l' II I y 1`]j I HOLE LOCATIONS.ATEP+r Z '... FI,OR1..... iD �?� A LYNu MILLER• P.E. FL P.E.#68705 TABLE lA Mahlon C.".4 Tabb OpmltnA Witlm(fo/wNca9yspAlD9IBMAI o)DIOPanlnBll ht(bl)alig0RIg*apamLgmUo.) Wb mm CIC Nln 1 WAR Imh 1NIn 1401n 1mb 1 k21.126 IUNACQ s IeWp hMWW l�0'{QV' `Cdwv1 L950R Tmpn)k6 IPB9MY R-wgN Lwary TW'2M6 Im6ry Ilmt/Nu'01 TWwT 1maN fhsligler ImN{$p' TINTBmC LNIN goo.1"N' 14'mly TuMMm'6 WMm R-SNowv LNft INOTllbp LAmIN peCIWWu LoCilm TnPTBO'q. ImEb R9:IBRWN L-ft TIWWaN L/aam � �bnbB g�gg5 �p�� 5�55gg5 yDyyy d gg qy� �5gqg g�g ggRg pp�ge� �gg �� @lapNN ti �fll {g Nb 111A <B 1'A0 B92 B30 dm IIIS y0 RB dm 1WA NI m9 319 Ml Im 1d.0 CA m.0 NOB INA 319 a, dm logo B1B mB dm id.0 No no im "a 9t0 48M ]<.p 310 NB 9mBIS R2 M4 252 ma 312 N0 tN d0.3 9N 41.0 312 51.3 21d 'A.5 912 01.0 2M 91.0 912 81.0 Nd No 39 m.0 ]N 23A 312 61.0 Nd mB]SA %B T31 M.0 2M 632 R01 OtA 2]a /S.B 201 BS] Y11 3&B $lajN 222 93B 201 ml NO TA N1 a3 219 m.B 2B1 a3 21B 22B 2Bl 903 219 'AO 2B1 i09 N9 60h152B b] "A 9N 610 w 59A '2Pl CIA NT W 1W NO IN 2B2 2dl iad 1N N.3 M =4 im 21.9 2R Al 193 NO N2 931 Wmb NA SO d1.2 lA 310 2W 3BA 1m 9A Sm 31A 1m No tW 214 tm22.1 1N 192 tm L'9 1N IRA tm 250 tN mM 23.1 IN all 105 22A III iO3 1N 23.1 191 = HO =7 1dB 1M 1N =0 1M 150 151 217 119 z 50b 25e 1m 365 t¢ N.o tm ffi1 1N 'RB Im 111 1b la0 1N 22h 91 IV 0.1 1, lie tm IRS lie 1a0 199 na 1N MO %9 10 14T IN 1&7 IA M tN 700 17..5 11B 1fl2 104 Anchor CapazIIY 7/610 0IN) Bu41rLLs 2lMfavoto =Cx— ItoNg CNY I RRdm PT I W/ AICAOICIIp PB{WIIp PiMPTYOs 3'wV IOmm 1IP Ekp plasm N1LL1. L10'Ekp N0moi1 LP EYOUIncm IM86 Rm Apaaptls Bn0•Elw M. 1MBBElm MiebM� HO61N1 BcrPxmO) p1281a1 pem mal /1pNM BwUAW CAROplaliw pnkIlk i M2' Yt/C 1' SUS 1' 2 Y S SVB' Y B.6' aw RAN- 2AnNma0A2PN0.0.G181s101N En[mmeN vpdal [llppip, tk FW' WIN INP IWIN '! 18MI4 }1M 901M 1-tIP 1m 01 LW` 2N Im 1-41` 2W 6a L11 Lm IG LIM ml l0a Y 1fO2Pa filP 32Bb - I.LP 42am, ns�d) no IN d.,;'.15`1.9np.p./61itl "—)cgpIN0.2km WP WA NA WA BBpb NA WA NA WA WA NNN BWb IIYIb B Am11m 08NIn D.FIfq NBMpIP Pl/(Np. B): Nob IN1b iBNb NOb 6W 0's NA 2Wb 2Rb BW be 2]NW N31N NP We IINW WA NA WAWA WP WA WA WA T18IN 2NIm N50C 8221at 1MIW IN. 1]6e JMb 2Mb fl21W BB1b 188ns NObI Nob SArcM1mO1.16'YIn p.FlFglpryl Bl WA NA WA WA 1NIb NA WP WA WA Wq 3Nb qOb WC¢0 NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUESASTHE STANDARD CLIP. ILr11VE CAFACRY WHICH MAY BE USEOTO QUALA ADDRIONAL ANCHOR OPTIONS FROM THE ANCHORCAPACNYTABLE. FIGURE 1: FIGURE TABLE NOTES: • 1) WE SHEET I FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADNG. 0 SEE SHEETS 24 FOR GENERAL INSTALLATION METHODS. FIGURES: 2) LINEAR INTERPOLATION BETWEEN MULL LENG THS ANO/OR OPENING WIDTHS 0 ALLOWABLE - 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE BEETS 10-2(L ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS IS-2I. ANGLE CLIP MUST BE USED IN PAIRS. FIGURE4: FIGURE e: FIGURES: • O • it * t No, 53705 •, tE OF 2A1 SIONA�,,• A LYtiiJ MI�L�ER. P.E. FL P.E.# 56M LRaw I IXSMOSOamfa .�\ * .... a�?YVI 22- W zz P B 21fU0E9 tlM tl1N 909dS llflW 9LE"XZXL SNOIII(1W 99rlL W(1 IWL1ltl1Ntl IS3TJ-l.Jtld WNW . p2gg.ggHog O 1 ��e�QS¢mw�>rcr x 28d�`33� D: t a vi y2�LLp�a�O y. 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Z e TK^ TKO — g o 'b�=0,3 = m: IM ACT -RESISTANT ALUMINUM TUBE MULLIONS 1 X 4 X.125 MULL SPECS m ? d1 WA 'N/A 0300JR 10d lam rraewWcr mac O— —0 ebnmey am n A nsots J ROSOWSIO OBl29/1 t as �r rus rrr 1"` .eF oxc wi:Aas n sens fLCEIR.OF /�blll.•'AZdO 0 o'a�SG®eg®�pL T�®O�i y'Gw y6f®s'ppS � N O p g 4?�� Op. C x5nH9p -miem, � 4$$ �9v ��$dagP 6 �3a�¢2aQ"x,� � § vs�s9xaxaz � § $$ F�$ D-��SI<�iYi� B i milei, 3 D SD�� D$� 3 eF��FS�CY �m D$D��DS'Sgd g �Wq� a SaB�aag'y� eE py gp@yy ag C 0 6 EF i »§F�o�o§�.r�a m Nutlengg� ye x 39s Vm n m 4 3 S 5 5 3 5 4 4 4 5 4 4 iF 4 3 g m b� o%%+ o e o e y o NWM1. 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A Y mYY mzrDr wA T 2w yDc�n� o itn yy3 O y "Og mm osK Hp Or Fi a o 9.0 i o��a g A OAS$g c OgD Oy v z 'HIE � m o �D�o�P�g� x $ �' pdmS" Z� � �Fi'a�ETAO C 2 9 Qp a L�s� r.� m 3g �zAg(zL�[g� �og6rmgo55g 03 m-�;g cg°di 9 r—Om3A0� 0 3gxw �aEgo o 11�1.19ac '^�O y— ? o•? =_ �P IMPACT -RESISTANT ALUMINUM TUBE MULLIONS X 4 X.375 MULL SPECS s '11 o WA N!A 6300JR 11m iom rtatarttr uenr !n ZC/ •���`` s ROSOWSKI 0=9N1cn. ' umw NPa "is fL OHR.OF AUmI'B�' B w • o o m m m � V 9 • D 0 O • o e •r • O O p m m N y • O O ~ O mT G . • rtAi •0 0 yi 3 2 9 e mm T . Z p O • • y • •C D • • A • 4 ® o e A • .w T y�y • • C i0 • • W pp y ��aOm �C3 r Pew m m xs �c zz@u nJ m yW�g�yy y�o 5 W= F'S OaD 4$9Z 2 T-ml m 9 ao2- 3w0 A T $. CO 23 O 00 mr 5 m� m� ass m wa z w _ wg �m'cz?rO £per � w� C WHO 2<$_wZ o pgF`CLm-e$y"FF2 w2Y §2 t3 �9m F �Q �o Nos 0 OR ogy m �00 w �mm o yw g Wn I 3 N 20 y; Sm C. A Y mYY mzrDr wA T 2w yDc�n� o itn yy3 O y "Og mm osK Hp Or Fi a o 9.0 i o��a g A OAS$g c OgD Oy v z 'HIE � m o �D�o�P�g� x $ �' pdmS" Z� � �Fi'a�ETAO C 2 9 Qp a L�s� r.� m 3g �zAg(zL�[g� �og6rmgo55g 03 m-�;g cg°di 9 r—Om3A0� 0 3gxw �aEgo o 11�1.19ac '^�O y— ? o•? =_ �P IMPACT -RESISTANT ALUMINUM TUBE MULLIONS X 4 X.375 MULL SPECS s '11 o WA N!A 6300JR 11m iom rtatarttr uenr !n ZC/ •���`` s ROSOWSKI 0=9N1cn. 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MUlL10N CAP„:,..) =ANCHOR CAP. - FORMULA TO OBTAIN THE 'ANCHOR 'REQUIRED' CORRESPONDING TO AN RESSURE REQUIRENENT FOR THE WHEN R IS LOWER THAN THE MULLION '(FROM THE TABLE) OF THE SELECTED R WILL YIELD MINIMUM ANCHOR 'WHICH MAY BE USED TO QUALIFY AL ANCHOR OPTIONS FROM THE FIGURE I: FIGURE2 FIGURES; FIGURE4: • o D • • o o • • o o • a TABLE NOTFS1 0 00 00 01)SEE SHEET I FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING SEE SHEETS 24 FOR 0 0 0 • • GENERAL INSTALLATION METHODS, FIGURES: FIGURE@ 2) UNEAR INTERPOLATION BETWEEN MULL LENGTHS ANDAJR OPENING WIDTHS IS ALLOWABLE 3) MULLION AND • • • • • • • M SHEETS 18-20. ALL MULLION CLIPS MAY BEFACTHEETS RY HONED D CONTAIION CLIPS N UNUSED HOLES, HOLESAARE NOT TO SCALE. MR Y BE DRILLED IN THE FIELD FOUIDWNG DIMENSIONS SHOWN ON FIGURE]: Id FIGURE & FIGURED: ea • o • FIGURE 1Q ANGLE CUP 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI NJ SPECIFICATIONS. HOLLOW AND GROUTi- I CONCRETE BLOCK UNIT (FIGURES 688) (CMU)SHALL CONFORM TO ASTM G90. WOOD SHALL BE PRESSURE -TREATED YELLOWSOUTHERN PINE WITHAN SO OF O.M MUST BE USED ALUMINUM SHALL BEYNO-T6AND BE AMWIMUM OF.125` THICK STEEL STUDS TO BE AMWWNM GRADE 33AND.4 THICK(18 IN PAIRS. GAUGE}STRUCTIIRn STEEL TO BE AT LEAST.I3S THICK AND AN. ALL ANCHOR$ INTO METAL SWILL E)OEND AT LEAST S SCREW THREADS BEYOND THE MATERIAL. °°�• ♦ • TXe X.2s WU-fON *:' No. BB705 FL C3 TABLE 10A MuIBon Capachly Table Ib•Rl Opening WMih (tar wrticaUVapmad10 m000m) or OW ning Haigh ffm horimMaDpapwvft BoArom) WN min mN INN Nh 1WN 120b INN 160b 2x Bx.SB$LNdtraa T,4Y/II•N. RwW Leldry TWnl1®4 naflegWo, Lox3N T4'r t*Y u0 R,d . Lowrop T, ftO LOUN n¢IVW'w TM11UM loge a.0'ARIU® TwIft"g. Lo'dmg PeC.a400! Lawroo T�pOrOaN IJOAMON, Lwom TmMIm tµfa0m,y I✓m•oW ➢WTdV6 L v MoOon o TIC F S$j i@ @e" $$Lama, se F bbb2d Ja@ @3 9a tld pR i p"L. s& T@0� $gLaaft s@ Y ao& gLoWba a@ S s'se.' 1 PR,11'1 sg 1Ha@ 4zh trap nm lraa 4W Imo iw rmo Ra n4o aW +roa w3 m0 Bog nao 51e lmo ma Rna 631 Imo 124p nW err lmw t4M Ima ST +mo l]M ImoIm.w lava no en IBN IMP Na ROA err tm0 e50 lm0 58{ n0o BPt tma BJO Imo ItJ] 1m0 001 1m.0 tfls 1]ao Wi paw iHi tma WO Imo 9p0 ti0.0 6O Ina +96i Onatm0 3IDI Imo Be0 0ae]dh 1m,0 ]f! I]W '.d9 1m0 R0.0 OJI fm0 iM0 1]O.0 RI IRO 11R ".a i2J 1m.0 1J63 t10.0 ]I] Imo 14w 1m0 i5B Imo 1]W 1m.0 ]W 1m0 2WJ 1m0fm0 E% 1m0 ]W wN 1R0 ]p 170.0 013 1]0.0 BY 1m0 OJI Imo 1110 1t0A i51 1R0 V]5 1]n0 W19 MD Uw 1T0.0 1R0 wN 1m0 flb 170.0 two im0 Bm 1m0 3291 1m01m.0 '1550 i180 mt e0N 1]n0 886 1]40 TM 1R0 t109 tm0 iB1 1m0 1N0 110A BR 1m0 N11 11411 w0 1]0.0 t5w tR0 Bw 1m0 tnt 1m0 1mJ IRO 21R 1m0 1w9 1Rp 24R Imo 1m.o TdW 1m0 1W9 09N I]0.0 BIN tl4D 741 In Ilia I= 0.o 1. I3M 1m0 M Im.O 11. 1ro0 1010 1m0 IM 1m0 Ion In. law 1m0 11Y1 Imo YB1 1)40 1108 1m0 MM +140 tR0 201b 1I40 1171 WN MO BI4 Imo me 1m.0 JIM 1m0 m tm.0 Im Imp 1YS Imo ISM Imo MW 1m0 JIM Ino 1185 Imo Im 1m.0 1210 1m0 ZL0 1m0 UN Imo = 1m0 lm.0 3117 1m0 Im f 12h 1m0 INS Imo an 1R0 1=6 17U ICm Imo VW Ina 1120 1m.0 IM 1m0 Naa Ino 1113 Ina 1315 1m0 ala IMO IW Im.O maw +m0 1408 Imo =a 1m0 1700 wnt 1m0 1W0 •J .�TBN Imo 1132 170.0 .7 Ima law Im.O IOW Ma IM amp roam Imo 1. 1m0 1332 1m.0 Mn tna 1QJ lm0 3M8 lm0 18W im0 3063 1m0 1820 no 9140 1m0 1m0 JSN Tm.O 1m9 a mN 1T6D 1151 1m.1 WT 1m0 IJBt 1m0 1118 170.0 1W1 Ina ING Ina 1W lm0 law 1700 20T1 ROD 1474 Imo 33N 1m0 1YV Imo 2TW 1m0 IM Im0 ]31] Im0 Mo WW 1]40 1]W Wln fi60 18T8 Im.p 11µ Tm0 i5B9 1m0 tl2B 1m0 lama 1m0 MOB 1740 Ma, 1Rp raw Imo 2w, ROD 1]08 1mG INS 170.0 1814 1m0 ma Ina 3135 Iwo N13 1m0 ms 3N] 1mA war WN 1m0 141] 1m0 f29 1m0 1]W 1m.0 10J4 i]LO law T/0.0 1N3 lm0 m 1m0 Tlw 1m.o Mw ti0.0 10R 1R0 awl 1m0 me 1m0 31W t- XGB 181.1 NW im. mo 31M 1.1 bmtWNim0 iW0 fm0 1wJ 1R0 180 1]GO 2211 1m0 10N 1m0 "N'1 1Job b)0 I6(e DB1 110A 3l1 W3 Y181 IBI.B 3H1 111e 2]01 140A ]w1 iWB 3)el 1]$0 OLTm tt11n 1m0 18W im0 1iW tmo 16W 1m0 1Rq Imo = 1m9 10R Rao N21 1]n0 2140 191.8 %9 1W5 '1165 1N. ]8tl 1104 22W 1118 W3] 1249 NW 1 WN 1m0 1T1 fl0.0 15W 9G0 3IH Imo Im I344 22521W0 iwl 1851 2S2 141.4 low IMI 2232 iTl1 1&°8 1f11 2&2 1181 tBW B41 2202 @.B IBIS ]x1 0. 86B imam 0.01NIn tat IX4 120.0 tM0 iM3 IW4 1fB.1 1435 001 1691 01.5 1Ni ]53 iW8 PDi +]W WA 1W8 22} fl]8 we law M.T 13581]]0µ] 1W1 ®3 1805 ]31 1OR Mchor CBWeg2 T•bl• Om) uwam 2]YInieN2 SACwc. 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Mbe wham w]me BMW Y'GIN SON 4 A,eMl•®V.-uh OC/KIblFI01R WOIY 7.1m WW imfl. WA WA OOIG WA 4UW WA WA WA MM SON 11WW FlGUBE I: FIGME2 FIGURES FIGURE 4: FWUREB: FlGUPE&FGURE IO: FGUREII: TABLENOTE& o I-20p0•-+1 .260' FOR IONS HE LES M FOR •� 1) LINEAR E AR INTERPOLATION I POLATI TRUCTWEEN PA USING LENGTHS NDIOR D SREETINIUM INFORMATION TION ON I - " UCENSF •-L`y -i LOADING. SEE SHEETS 24 FOR GENERAL INSTALLATION METHODS. &000• N.'•'•,* 21 MULLION AND M LLION BETWEEN MULL LENGTHS SCALE. FOR EXA WIDTHS ISALLOSEE SHEETS •)T 0 0 0 No. 50T05 t - 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE T-0RNUSED DIMENSIONS, SEE SHEETS DRILLED 11annu ALL NUWON FOLL MAYBEFACTORY SHO NEOAND CONTAIN UNUSED HOLES.HOLES MAYBE GRILLED IN THE FIELD FOLLOWING OIMENBIONS SHOWN ON SHEETS 1&20. 11 FGURES: FGUREB: FIGURE]: ANGtE 4) SUBSTRATES: CONCRETE MALL CONFORM TOAV 801 SPECIFlOATONS. HOLLOW AND GRCUT-Fnlc^ '�••.� fit EOFi1 • • • • • • • • CUP CONCRETE BLOCK UNIT(CMU) SHALL CONFORM TO ASTM CAo. WOOD SHALL BE PRESSURE -TREATED •- MUST EB YELLOW PiT.12'THICKOUTHERN EWRRANSO NCHOR$55. INTO MMSRALLBE 6083-T6 AND BEAM SCREW OF.12T i S ••......... �C�;. • • • • • 6-7) THICK STEEL STUDS TO BE AMINIMUM GRADE 33AND.WT THICK(iSGAUGE). STRUCTURAL STEEL TO S�ONAL MEOW BEAT THE ALL ANCHORS INTO METAL SMALL EMEND ATIEAST3SCRlTV YxB•xw ll • • • IKEDw THREADS BEYONDTIK MATERIAL MULLION A. LYNN MILLER, P.E. PAIRS, FL P.E.g 69705 smasnmvi0asnav `` �� LHBU80 IXSMOSOUf y `il......... trzx a swn H .« an ✓ewr o my >e I ` •,..V2'. r¢0 av0aam� aui UfOQE9 ,warm tlM tl/N , m o 0 0 tE. 2 S03dS llfIW SZL"X LLZX9tL� e® Mw z.a $ SNOImnrj Beni RnNIWn1V1NV1553U-J.0tl I $ _1:� a "•yr�:pza cue$@ � ryy*.....•�Ok\�: a ° ERyg ����hlgnPl�p• ao9 o't L yyo0 z�F wsw rp. z ! lomojaa W r '-ys 118wo� �io xE i a d�t4li�� I—N—� KVIN� JJo p y 'FCU62000QO 3 wmw ciCQm . 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E ♦° 4�awmn � F 6 '� ii F f. � 9 � Iwpp+gaw 2 aa+0 w¢.yi8 oe��'sfi'a? 3 g s •. 9S q•�s�'�`w S� 6 Z � A 9 C E 9 � ku�we 4rr+0wv�n � Oe 8a Re �� s 4�a�n,fa�axsisr;d $ � S � � F E ^m fd q°.sa�an fi g: '3 9 R Y. 19 Q s /lwa0 mn$ •Y 6a6 y^„0xtl ;fig :$asazg:a� r n TABLEIZA Mugbn C.psDI T•bb IRWk) Open ling Width (kw d1uV Wunilg mlNue)•T Opening HBigbt(TOr h lz rsa RPsmwmugOw) RON WN MN WN WN tasty 121N 1tlN 1201, 3W'30lamme TnpTIAM INN•p0• Im•p Tm nam, LL., aMmOlas Im¢p T,tl'nYY ItWq ald®NO- I.NOIO nggneow �m Lealm TI A9g. wuml w ILIATV )14okmx tNmw RMrvV=0 LoRft;P TlaN Lame RaaIR111u1 Rq'TION, toolm, RxIN65r TrvWTMP BAY6 LL Ilia Gp�pgg JIMITM p5pp'�$$,yyy�y5�5$ d��@i�§C S�afl � {d'Ia•Bag tdlluOp {@'LNdm69 $@Imtrl6,p $61wLw 4'N RD as IRO TN 1M0 as 1R0 836 INTO F8 1R0 W} INTO 519 MR Ills 1)O.D sm 1R0 Qtl 1M0 On IRO 14U IMe UI 1R0 Ins IMD UI HP1 170 1M0 SH OBN R0 5N INTO MR 1M0 !N 1M0 OB} 1R0 O 1Me 1133 =0 001 Me Ina }MD 0!/ 1TP0 1417 =0 NO IM2 fYQ gas GO Ina IU2 1]OA 8W 1H2 16}2 IRO an 6PUlIn MO 69 1Me 6M IRO 651 1M0 tab 1n0 WI 1M0 1U! 1MeM MO 100 1R0 TO IM2 1N! INTO 7M Us0 1461 INTO Ran 11Jd lal 170,0 M9 last IM IRO 7M 61N 1R0 BI2 IRD MO INTO WI iN.O 1110 1R0 )N tR0 1T/e TM0 8M 1M4 1353 1M0 No IMS tsti RP0 MB IW3 INO T100 WIl7am Ina BH W} 1}A 1Me 661mN PO T01 1R0 IOm Me M 1w.0 1118 1me M6 Iasi 1215 1M0 Bb 'Me 1218 150.0 028 Ilse 12U 1521 Ws W,4 Ina N¢I M313 Ast Is J31 UIB Hsi 03 MA MO WO Me HS MO Tilt 1R0 M MR I1M 15U Me 131.4 11W INTO BH 11 11M We WO IMI 11W 1M2 BM M.B 1150 1217 M1 IM2 M M) IM IM2 8M MN IMO MO 1700 2U M4 IG3 16SO Sm 1=0 INS H6e SN 1H.D 1.6 t331 6W INA IM 1254 WB Ww INS 1R8 8M M2 INC IM4 M1b IM2 816 M.1 INC 1M2 BIB N HPB aW H]t M3 117..4 U 1WD 248 IWe BW 1la. TN MO MO 'N0 TM M2 BW UA TU M4 SW MB ]M1 56] MO TIC fiWO MS ON M0 SW M4 M MN 11¢J ]W 1261 8W MR MI Me M8 85o JW MB ON TAB 2W MO 8S ese iW Rpeb5¢B lW lt1 W ISB TB3 Mt 6if e21 et0 9A TW 6t6 B1] Mh 11Pa ]W 110.5 MT M3 ]W MI PY R1 MO MB B4! 8¢2 TW T.1 UI 01.6 ]W Me Btt M4 TW Mi NO MR TW MA 6N M2 UO M.0 3W MB MSWNR1 W1 M! B20 aBl 61d M9 Sl8 Mi 461 SA9 40.0 Oe Isl W3NA1MR OP0 OB2 80L N9 W2 OUS M3 M! }ye SM 31.8 N2 W4 449 8¢0 49! Mt aM a,R 4M Md w "..1 as 3¢0 Or no as . 414 }¢> NS W2 400 N.8 OM MI OWI MO 3N Its 40! 1!P Me 411 1W74.4Wl 3M 9l8 3% at0 M $0 W1 3LI' 9b Rs1 Ul 2T.8 SL Il2 111 YO 333 M. 301 MB ie 1]A. W1 iV ONI VA 315 111N 30A As =0 11 810MO3M Us OM Ma U3 RAO No A! 3M 21A 3M Et 31B 112 90 A.0 312 Ma MO 1&, ffiM4 M3 M3 317 210 2N 21.T 317 =5 2W 1¢0 3B 111 2M 160 317 9.9 M w IRA M3 E 12B AnPhgrcliele AT•bIB(IW) 6 8eV Zit Co5mb• 361 I'µq. W.WiF•N CMU PTWNO L10101 AwMrO�PagOaw ANM1TI08 NIY Mm 101o(m 1/P PkOUErmV, MISDW W..3'11'IXDUFJp:DI tM Elw Use. YO'SB DcO A08s54b Y10'E� MBw,m 1If 89Ekp AyPpOab IID9M Bme.l95)3u0x M261NI llb) Hi 64M 6clpx(n9) E09s Lmam.pq 1° Mz 1° I?Y}° 11A• T it? 1' 2-VT S 3nR• Y PIS Cu. LLw ErtRem.mew 1.YY 1YT WI' I. Y 1Nf }1lT 1.1/1' }W- 1•Yf }IH- T 1-LY 131e- pas%,a 2Mcllma®Ybn PC./Ql btMple W(i lFlp, 11 3BOIW 3pp IN < IN se Il 'mum 2MW BN me )40Wa as IN 0a 1IU Wa awns aMIN .1. OAMYB®2.B'Ma QG/Qa2vl Awb OOa RIP 2j TWIN JWW )p01N INTO Ib 2525ft NOM =mg WA 112010 MIts WIN TO.4ma MJb MOW 1iMlb ON PP.I(ZahlAwbftN (F10. O) ttMma 11UIp1 B58BD T1mb }2II INI NM I NOON I WA I fOM2a I W jimemal WA I Wega I 12MIN I 16WRa FIGURE 1: FIGURE 2 FIGURE 3: ANGLE CUP (FIGURES 1.S) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SKEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 24 FOR GENERAL INSTALLATION MEMO& 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND(OR OF E ING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18-2P ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED W THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS I&M. LEAST.125• THICK AND A38. ALL ANCHORS INTO THE MATERIAL IFlOATION9. HOLLOW ANDGROUT-FB1ED WOOD SHALL BE PRESSURE -TREATED LBEeO63,T5ANDBEAMINIMUM OF.12V 3P BAY MULLION *: No. 58705 A. emsewmao'Wuov �uvc v aomw� >�n av sew � av�u.woro ma uoi w se �alWCUS� INSMOS� _S. `p *'.....,... ui CZ PLL TIf00f9 WN�j N O - S.• m = =a m � S33dS llf7W AtlS 33iJ`J3O Sr SN0Illf1W.38fuvcNlwmvlNVisle 1-lOVdWI i z z u �d�y �nna awW �� O w � @lo�wgaom�� gggg rc � �cl cl grcWt�i �2 i� in yiOi �On�ZO 0�`,��0a�6 w -- Q�� aol 77 H �d�.al 7igQ pm§a� �o 120 �� •''(( ms O � G�w YYW}} w 5 �ya i � dim O��w mpp�CCA? �� s �uj ow§w''2 mp 8aQ p ��o ppH�< R?$yY WW 2 �Vl QFO$my2 O a m0� G3 ' EEa o a? w JO U$` O�FSSw ma owz -1 oz �s o oz zECuiw� s§a�l3 y4� °a esg m a wN z �pw u who z owe cF_53 mm 0��8��888 ww o zo>o za L q�gA c ag 5 �yyi :�a�yg C wLL {¢8 2Za� wY��tS]J 6� FW 5 p 4i1� 20�y�r„D; 5 88 w o�piO�y YrI F � N lV Ni. %F' N �$g � d �a� s 0 ggag 8 .�1�.A • • w aka ece w W G6 N �f .cvx��acumv s Caucm pyMwnnC� � p'_^"2 9 p�maj m� 3 %.... VX2T6'X.63MMULLION e00ST0ALUM. MIECION 1y r-.126' —I 1�.126' "LIP B00S.ED ONI, XSECDDN 2X6M0ALLIM 212V 0 2AOJ' XgCNON TT-- IL X'SECTION .125 .126'J JE .740' F- 6.S0D 3,� 9.iTSy -CUI HERETO 376' CETALF. HEET4e rMIN. MW. DETAL F, SHF£f4 L 1.15' I MW. o.c.� - EI STANDARD CLIP 0003.70ALUM TOP 5.500' .37W .MIN. MW. MIN. 1.16' I `omr B MIN. D.C. D OFFSETCLP --- — ( .740'- i- 1: 33T MIN. UCLP 3T0 600ALUM. A I E USEOFORALLI'XVAND 1'X2.T5' MULLMe, SHEETS SS O.225'TTP TOWEW 4 � .396'MIN UCLw Sa63.TeALOM. rxal2sxs6m A MULL ONLV. SHEETa E TOPMEW NIN. L'CUP 8003TaAWM ts9Xe190• A MULL ONLY.SHEET EET1 I2 TOPYIEw E TABLE B 375' MIN.- 8312` 3 DO . MW. W ANOLECLIP 0000"TSALUM. TOPYD:'M Mull Dimension(shoet#)10841MM81117M POT Pak# fd. Clip Offset Clip ULIip Angle Clip 1'X2'X.125°(5) 113M W61116M 006243M 656511M 1'X2'X.375°(8) 6114M 6081119M 8662MM 886512M 1'X2.78'X.37S(7) 811.5M. 6661120M 666245M 666513M i°X2.76'X.650°(B) 8B116M SCOI121M 668246M BM14M 1'X3.125X.500'(8) I118M 6661114M 886242M 686515M 1.26'X3.188'X.26S(12)81117M 6661113M 0 U41M H86516MWA WA WA 666517M NOTES: 1) ALL MULLION CLIPS MAYBE FACTORY MACHINEOAND OONTAW UNUSED HOLE6.IF NEEDED, HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS GIVEN ON THIS SHEET. 2) SEE SHEETS 24 FOR GENERAL INSTALLATION METHODS. TABLE A Dlmarlon Value On) For Mullion: A 1.626 1'X2'X.125' Aluminium Tube Mullen B 2.854 C DOES D 0740 E .45D MIn A 1.126 1' X2' X.37S Aluminum Tube Mullen B 2404 C 0.635 D O— E 0.: A 1.876 VX2.78-X .375Alumimon Tube Millen B 3.000 C 0.757 D 1.118 E A50 Min A 1.312 vX2.76'X '� Aluminum Type NI B 3000 C 0.478 D 0.63E E A50 Min. A 2.000 1' X 312E X .60SAlum Tulin Mu6 B 2637 C DOW 0 1.137 E ASO Min. A 2.625 1.25'X3.186' X2W Alum Tuba Mull B 3282 C 0EM D 1.762 E .450 MIn A 1.813 t.28'%211' .121' Alum Tube Mull ..1\\I111I11w". ....... • pp1a:'��\CENSg •'••"F C'r k No.5877�0��5 '• 0 01. STo q El7F :: . LYNN ILL�N,,P.E 37 MY MUWON em1nmm. %SECTION T NOTES: f �I 2000' .125 STANUAAD CUP ewNm NUN. XSECTION 6.605- 3.125'-� CPEATE FCLm.$EE ]TS CETALLRaNEET1 MM Y 1I o II o i BTANDMD aw Bm176 TOPVIEW 6.8g0'- 878,__ MN. r 1,-M'-P II I II I I �m.31r O.C. I I I 2.2ev 1)ALL MUWON CLIPS MAY BE FACTORYMACHINEDAND COWAN UNUSED HOLES. IF NEEDED, HOLESMAYSE DRILLED N THE FIELD FOLLOWING DIMENSIONS GIVEN ONTHIS SHEET. 2) SEE SHEETS 24 FOR GENERAL INSTALLATION METHODS. ° IIIIIT° o OFFSET CUP 6m170 aDum. ToP f .318 O MIN. F I 1E W m]26' "UP 60e3-Te NUM. USED FOR I- X 4' MIALIDNS. SxEETs 1O&II 'm TABLE TABLE D 2L L L��.121 DNANOLECLIP e01170 NUM XSECRON MIN 31t 0,3172 Mp 2.7,' Q Q 3.Ov 21m PNOLE CLIP egelTe NUN. TOPVIEW Dimenelon Value (in) For Mu111on: F 3.887 i"X4°X,12B' Aluminum Tube Mullen G 1.000 H 2,880 F 3.187 1°XW''X.375' Aluminum lhbe Mullen G 0.757 H 2430 F 2.813 W Bay NUB F 2.876 48' Bay Mug Mull Dimension (°NOOte) PGTPart# Mullion I Std. OiiP JoRmt 011p UQIp An0le Cllp P X4'X.126'(10) GM I 666111M 1i887122M BB8741N 88651am t°%4'%.378'(11) 88810 688112M SBB1123M 66B2A2M 888518M 30 Demise (16) 60B49 WA WA WA 6665110M 45 De01ee (17) .58850 WA I WA WA B6B5111M hOf e * / No. 58J05 �•'•.� ST ?EW OFt J'� A. ITABLEE Mull Dimentlon (sheet MIT Party Mullion SFtl. Clip UCIIP An91a Gip 2"%4"X.26X'(13) 6ESD2 808201M 60B271M 6605112M 2°6'X.26'(14) 6WH 668MM I 6BOMM 6MI13M NOTES, 1)ALLMULLION CUM MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. FNEEDED, HOLES MAY SE DRILLED IN THE FIELDFOULOW WG DIMENSIONS GIVEN ON THIS SHEET.. 2) SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 1 4.E00• .Or rxox2w MULLIONALU 6063T0M 02.OW1 .. %SECTION j-2.000•--j zxwxs MUWON 6063•T6 ALUM %SECTION STANDARDCUP 6061T6ALUM. %SECTION I I-3.60P-1 CUTHERETO Q CREATEFLLIP, �_ 6EEDETM i, I v VIE MN. O.C. tT 0.317 O 0 2.020• STANDARD CUP 8403-T4ALUM, TDPYIEW ss66• HE CIlEATV O —3.600' C E�TP. r— I SEE=E F, 1.T1W AIN.O,C. \ 'o Q `0.31T o I o STANOARDCUP uo6 mALUM TOPYIEW i H r.126' UCLO' 2NSAN'GMCW 2.12F I =0 Toxm BD6&UXUM %SECTION 2.ODW 146ECTION .126' L .125' T 6.008' ' 9.0'MW. O.C. 0.YtMIN. I° O 1.344' I 0.310 O.C. Q i 3.QW 4 3433' L MIN. MW. .ffir MIN O.C. �•Y U4xP MANGLECUP WB3-Tfi ALUM, 808 nALUM USED FCR 2 XP TOMEW MULLION, SHEET 13 TOPYSW 6.D00° 0.R26' r „ �9.OBP mw MN O 3T6 1.394• 0Q O10 4 * sa3a OIO O MIN.O.C. OCLB' 6EDFOALUM. USEO K SHEET' MULLION.6HEET 19 TOPVIEW �; 0 Tamum TOWEW Cc.�J"jl_1jrMw. Ili. i( N ECF 0 EXAMPLE I: SINGLE VERTICAL MULLION THE BUILDING SUBSTRATE IS MOM TO BE WOOD ONALLFOUR SIDES.THEWINDOWFMME DEPTH M2-1M'.ME OPENINGREQUIRMADESIGNPRESSURE OF �.WIN .OPSF. NDANF41DR5WnFAo 1) WRWLLYAMUMNOTHATA I' WDE MULLION IS SUITABLE,THE MULLION LENGTH I87Y'AND THE OPENINOWIDTH IS 32Y32+1'=85'. REFERENCING SHEET 22, THE COLUMN USING '(� RECTANGULAR LOADING MUST BE USED. SCAN THE MULLION TABLES FOR pN A MULLION THAT IS AT LEASTTHEWFAOWMAME DEPTH OF2-lWAND WILL MEETOREXCEED THE REQUIRED DESIGN PRESSUREOF♦80.01-80.0 PSF. IFTHE TABLE DOES NOTSHOWTHE EXACTSM. USETHE NEAP LARGER SOE AVNIPBLE. kil AA TT.ME X2TON275'MULLION (LENGTH -M.OPENING WOW -TIT) MEETS THEOEPTHREQUIRED,HOWEVERTHEDESIGN PRESSURE IE+lb82PSFANDWOULD Fe;� w82E�c FROMTALE3A. SHEET Hv'' yM t�7 I 3S��wIDTH III---oPeMNowoTH EXAMPLE 2: MULTMEMULLIONS FROM TABLE 4A, SHEET S.THE 1'X2.TW X A MULLION (LENGTH =]S, OPENING WIOTM•TD1 HASA DESIGN PRESSURE OFN.TI.TPSF WHICH EXCEEDS THE REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPUCATICN. NOTE THEANCHORCAPACITY REQUIRED OF BOB LBS. 2) USETABLE 45 TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CUP TYPE REQUIRED FORMS WOOD SUBSTRATE BOTH THE STANDARD CLIP WITH (4)S12ANCHORS AND THE 2XS ANGLE CLIPS WITH (4) M2 ANCHORS HAVEACAPACIT' OF NO MS. THOUGH EITHER ONE COULD BE USED,THE STANDARD CUP IS EASIER TO BJSTALL. 3) VERPYTHE DESIGN PRESSURE OFTHE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM,THE LOWER DESIGN PRESSURE OF MULUONSORFENESTRATION PRODUCTS. W LL APPLY TO THE OVERALLASSEMBLY. FINAL DESIGN PRESSURE REQUIRES THATTME DOW ME MULLIONANDTHE FENESTRATION PRODUCTSE INSTALLED INACCORDANCE WITH THE INSTALLATION SPECIFICATIONS HMO RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTSTOMULUON. IN THIS EXAMPLE THE DESIGN PRESSURE REQUIRED WAS •AOD.D PSP. TIME OVERALL MULLION SYSTEM WAS DETERMINED TO BE MI PSF WITH ANANCHOR CAPACITY OF 838 WS.ALTERNATVELY, T¢ANCHOR MPACRYADJUSTNENT FORMULA COULD HAVE BEEN USED TO CALCULATE THE ANCHOR CAPACITY REWIRED FORMS EXACT DESIGN PRESSURE OFSO PER (80 PSF)%(B98LBS )•624.BLB9 (MAYBE USED TO QUALIFY B IO STEEL SCREWS FROMTASM49) TF" SF THE BUILDING SUBSTRATE IB KNOWN TOM CMU ON WE JAMBS AND USES A CONCRETE HEADERAND SILLTIE YNNDOW FRAME DEPTH IS23 .WE OPENING REQUIRESA DESIGN PRESSURE OF-5QV35.0 PSF. 1) INITIALLYASSUMINGMATA 1• WIDE MULLION IS SUITABLE, THE MULLION LENGTH 682'�T2'Nt'•105'AND 1HE OPENWO WOfN IS38Y38`H'=]3'. REPERENCLNO SMEEf2; THE COLUMN USING RECTANGULAR LOADING SMALL BE USED. SPAN THE MULLION TABLES FORAMULLION THATISATLFASTWE WINDOW FRAM¢ DEPTH OF23HB'AND WLL MEETOR EXCEED THE REWIRED DESIGN PRESSURE OF+50 WL!R$.0 PSF. IF THE TABLE DOES NOTSHOW THE EXACT SM. USETHE NEXTLARGER SIZE AVAILABLE. MOMTA M3A SHEET 7, THE 1'X2.7WX XVtAILUON (LENGTH =108', OPENING W DTH • BDIMEETBTHE DEPTH REQMMO, HOWEVERTHE DESIGN PRESSURE IS.A15I PSF AND WOULD NOT BE SURABLEFORTHBS APPUCATIOM FROM TABLE BA,SHEET13,THE 2'X4'X.280'MUUJON(LENGTH •iDM', OPERAND WDTH•901HAS A DESIGNPRESSUREOF.1 .TPSFW MEXCEEOSTIEREQUIREMENM FOR THE OPENING AND MAYBE USED N THIS APPUCATION.NOTEME ANCHOR CAPACITY REQUIRED OF 971 LES, BECAUSE IT IS NOWKNOWN THAT THE MULLION WILL ADD T TOTHE WIDTH OF THE MULLED UNIT.THEADJUSTED OPENINGWDTH IS 38v35v2 C. NOT TA'AS PREVIOUSLY ASSUMED. VERIFYTHATTHE DESIGN PRESSURE IS STILLAPPUCABLE FORMS ADJUSTED OPENING. ALTERNATI)JELY, THE W WDOW W DDIS MAYBE REOUCEOTO MAINTAIN THE73'DIMENSION(3&1f.r IP .7a3') 2)USE TABLE 070 FWD THE ANCHOR TYPE.ANLHOR QUANTITY AND CUP TYPE REQUIRED FORMS CONCRETE SUBSTRATE IN THIS FXAMPME ASSUMETNE POURED THEREFORE SUITABLE, FOR FOR THE HORIZONTAL MULLIONS: BECAUSE ME VERTICAL MULLWILL BE A TX4'X.25V MULLION, N THIS EXAMPLE WE WILL MULLION TYPE COULD BE CHOSEN. 1) ME MULLION LENGTH IS 38• AND THE OPENING HEIGHT 1532�TPF2'=108'. REFERENCING SHEET V.WE COLUMN USING TRAPEZOOIWTRDWGUTAR LOADING MAY BE USED. FROM TABLE SA SHEET I3,WE7X PX MV MULLION (0LENGTH =42', OPENING HEIGHT •1=1 HAS A DESIGN PRESSURE OF FMMO PSF WHICH EXCEEDS WE �M ,[ REQUIREMENTS FOR WE OPENING AND MAY BE USED IN THIS APPLICATION. NOTE WE ANCHOR CAPACITY REQUIRED OF Ml I.M. '-i -De• QUANTITY AND CUP FORTHE REQUIRED 4)FOR T@I.LCLIP IN THE HORIZONTAL MULLION TO VERTICAL MULLION, USE THE SAME ANCHOR GAPACITYGF 521 LBS. TABLE BE FOR THE OCLP SHOWS ME ANCHOR 4 '�.•`V\CEIi55 -':T• " �.• •'•,* CAPACITY IS IWGREATER LBSWHEN USING 3ANCHORS, WHICH IS EATER AND THEREFORE SUITABLE,FORTHE REQUIRED ANCHOR CAPACITY REQUIREMENT OF521 LBS.THE TYPE IS ANCHOR AM2 STEEL SCREW. *: N0. M705 •• FROM THEASOW STEPS, OUR MULLION DESIGN PRESSURE IS: — .1B.7 PSF FROMTHE VERTICAL MULUOM _ •. L k H-110.0 PSF FROM ME HORIZONTAL MULLION ATTACHINGTO CMU; H38' -1710 PSF FROMME HOR60MAL MULLION ATTACHING TOWS VERTICAL. MULLION UHTERSECTM". +"0 �� •• ) 4a n STARE .'_ THE LOWEST DESIGN PRESSURE IS-MH.7 PSF AND WOULD APPLY TO ALL OF WE MULLIONS. ��T •••,. FLDR\O?� ;C�: VERIFYTIMDESIGNPMMUMOFTHEFENESTRATIONPRODUCTSUMONWI MMMULLIONSYSTEMTIELOWERDESIGNPRESSUREOFM9ILLIOSm FEB@STRATION '�."?70NA(-��' PRODUCTS, WILL APPLYTO THEOVERALLASSEMSLY. FINAL DESIGN MESSURE REQUIRES MATME BOTH THE MULUONANO THE FENEBTRATIONPR00lX:T BE INUDNLLEDN �]T'I ACCORDANCE WRIT THE INSTALLATION EPECIFICATONS HMO RESPECTIVE SUBSIRA7ESANDFENESTRA7ION PROOUCTSTO MILLION A. FL P. f'AY 5U7O P.E. FL P.E.M 68705 11 II 1 010 M 14 �1%i I _ _ MR- t LOADING OF VERTICM MULLION SILL OF WINDOWS NDT ANCHORED fl—IM[ Il� A LOADING OF VERTKALMUWON SU OF WINDOWS NOT ANCHORED I LOADINGOFG HORMLMUL UL WITH INTERSECTING HORIZONTAL MULLIONS LOADING OF HOR¢OMAL MULLON WIN INTERSEGTING VERTICAL MJLUON LOADINOOFVERTICALMUWON LOADINGOFVERR(AL MULLION PANEL OF HINGED DOOR IS NOT CAPTURED ORANCHORED WITHINTERSECTINGHOR20MALMUWONS LOADING OF EXAMPLES OF TRAPEZOIDAIARIANGIAAR LOADING' .OADNG OF HORZONTAL MUUR r I1'II'/f/�I �rara-� it i)► - ,i I II / l II / I'M / go I!� .OADINGOFVERTIMMUWON WADINOOFHORM.ONTALMMLION LOADMOOFHORD:ONT& MULLION NOTES: MODUCTRDVISED 1)DRAWINGS ARE °ullaiug Uw Fimid RERESEMATMS OF TYPICAL Nn PW CONFIGURATIONS. Inti pate CONFIGURATIONS NOT SHOWN MAY BE EXTRAPOLATED FROM S> THOSE SHOWN. Mimol L1 I 2) IF THE LOADING TYPE CANNOTPW BE DETERMINED, USE • _ RECTANGULAR LOADING tie. �`0 B)SEE PROCPPROFOR ND•55T05 ACNAL ANCHOR HORLOLOCATIONS.NS. �. LOADINOOF VERRGIL LOADING OFHORRONTAL ALYNN �AILL'�it, P.E NUWON MULLION FL P E 9 fi8705 `.� TRINIIY -ERD- EVALUATION REPORT Owens Corning One Owens Corning Parkway Toledo, OH 43659 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 037940.02.12-114 FL10674-R9 Date of Issuance: 02/06/2012 Revision 4: 03/04/2014 SCOPE: This Evaluation Report is issued under Rule 9N-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been designed to comply with the 2010 FBC and 2010 FBC Residential Volume sections noted herein. DESCRIPTION: Owens Corning Asphalt Roof Shingles LABELING: Each unit shall bear labeling in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinitylERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then It shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 7. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 03/04/2014 This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named diem CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does It Intend to acquire or will it acquire, a financial Interest In any company manufacturing or distributing products it evaluates. 2. TrinitylERD Is not owned, operated or controlled by any company manufacturing or distributing products R evaluates. 3. Robert Nleminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nleminen, P.E. does not have, nor will acquire, a financial Interest In any other entity Involved in the approval process of the product. �-! TRINI"IY#ERD I. ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: Owens Corning Asphalt Roof Shingles, as produced by Owens Corning, have demonstrated compliance with the following sections of the Florida Building Code and Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2007 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2006 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O07 3. REFERENCES: Enti Examination Reference Date UL LLC (CER9626) Physicals & Wind Resistance File R2453, Vol. 3 02/15/2007 UL LLC (CER9626) Physicals & Wind Resistance 20120516-112453 05/16/2012 UL LLC (TST9628) Physical Properties 06CA20263 04/18/2006 UL LLC (TST9628) Wind Resistance IICA34308 02/18/2012 UL LLC (TST9628) Physicals & Wind Resistance 4786093137 02/O1/2014 UL LLC (TST9628) Wind Resistance 4786126532 02/10/2014 UL LLC (TST9628) Physical Properties Classification letter 02/13/2014 Miami -Dade (CER1592) FBC HVHZ Compliance Various NOAs Various UL LLC (QUA9625) Quality Control Service Confirmation R2453 Exp. 09/26/2014 4. PRODUCT DESCRIPTION: 4.1 Asphalt Shingles: 4.1.1 Classic® and Supreme® are fiberglass reinforced, 3-tab asphalt roof shingles. 4.1.2 Berkshire® are fiberglass reinforced, 4-tab asphalt roof shingles. 4.1.3 DevonshlreT" are fiberglass reinforced, 5-tab asphalt roof shingles. 4.1.4 Duration®, TruDefinitionO Duration°, Duration® Premium Cool, TruDefinition® Duration® Designer Color Collection, TruDefinition3' OakridgeO, Oakridge® and WeatherGuardO HP are fiberglass reinforced, laminated asphalt roof shingles. 4.2 Berkshire® Hip & Ridge Shingles, High Ridge, Hip & Ridge with Sealant, WeatherGuard® HP Hip & Ridge Shingles, ProEdge Hip & Ridge Shingles and DuraRidgeT" Hip & Ridge Shingles are fiberglass reinforced, hip and ridge asphalt roof shingles. 4.3 Starter Strip Plus and Starter Shingle Roll are starter strips for asphalt roof shingles. 5. LIMITATIONS: 5.1 This Evaluation Report is not for use in the HVHZ. 5.2 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.3 Wind Classification: Exterior Research and Design, LLC. Evaluation Report 037940.02.12-114 Cer ilkate of Authorization #9503 FL10674-R9 Revision 4: 03/04/2014 Page 2 of 7 C-A I R NITY. i ERD - 5.3.1 All Owens Coming shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905,2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H,indicating the shingles are acceptable for us in all wind zones up to V�d = 150 mph (V i, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.3.2 All Owens Corning hip & ridge shingles and Starter Strip Plus noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F, indicating the shingles are acceptable for us in all wind zones up to V�j = 150 mph (V it = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.3.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.3.4 Refer to Owens Corning published Information on wind resistance and installation limitations. 5.4 All products in the roof assembly shall have quality assurance audit In accordance with the Florida Building Code and F.A.C. Rule 9N-3. INSTALLATION: 6.1 Underlayment: 6.1.1 Underlayment shall be acceptable to Owens Corning and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 9N-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Asphalt Shingles: 6.2.1 Installation of asphalt shingles shall comply with the manufacturer's current published instructions, using minimum four (4) nails per shingle in accordance with FBC Sections 1507.2 or R905.2, with the following exceptions: ➢ Berkshire® shingles require minimum five (5) nails per shingle. ➢ WeatherGuardO HP shingles require minimum six (6) nails per shingle. ➢ Devonshire'"' shingles require minimum six (6) nails per shingle. ➢ Starter Strip Plus requires minimum five (5) nails per strip. Refer to Owens Coming published information on wind resistance and installation limitations. 6.2.2 Fasteners shall be in accordance with the manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.4 Where the roof sloe ,n units h izontal, special methods of ar�e ,required. Co t I i>gr�>�ZLCxurer for deta s. suBm- _y ( APPROVED❑ -I APPROVED WITH CHANGES AS NOTED Y❑� REVISE & RESUBMIT �I REJECTED SUBMITTAL WAS REVIEC('ED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY• THE CONTRACTOR IS RESPONSIBLE FOR COBSFITME ORTODLERANCES, CORRELATING THE DIMENSIONS AT J CLEARANCE, QUANTITIFS, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF THIS WORK WITH OTHER TRADES AND FULL COMPLIANCE WITH ALL APPLICABL CODES D REGULATIONS. DATE 'I - ( der,[ga,[{,@¢ea a Evaluailo Report 037940.02.12-R4 o n #9503 FL10674-R9 J. MELHL�,RNARCHITECr.COM C1-1ITECT Revision 4:03/04/2014 401 Page 3 of 7 319 CLEMATIS ST - S1I33 LiC# AR961?7 T, (561) 247-0602 - F. (561) 290-1603 6.2.5 Minimum Nailing - Classic@ & Supreme: Normal Mansard or Area par; W/od Areas High Wind dasysnea y Aiws pore visntox normslas Areas vlenros fusma. Q TRINITY (ERD - i- Normal Mansard or Araspzra WlndA "a High Wind desmnesy Aran pna vfanros normUas Aron ♦fames foams 1• 1 t• 2' z 1• T P 1' '2• Y tr ' IW n• � M 1 IW 1zt all . 6'Exposure FsposfUdn G O A Minl—n hrellinn — PoA chiron- award gnp GElnds"At a 1—. 9YP DYL oYf •r--�. • �—vp of II ay+ ,. ,a 1 6.2.7 Minimum Nailing - Devonshire": 66/a'Expaeure ExposiWQo SAaadsalp latbade sd7amr r.6 Yf e�a 'aa DYf 'a—sa r Y AsDi�eY raoih9oamanl ransidsdoixssW Waka 6.2.5 Minimum Nailing - Duration@, TruDefinition@ Duration, Duration@ Premium Cool & TruDefinition® Duration® Designer Color Collection: 4 Nat Pattem Equomzdo4 divas fhj.aaba bgam wain. breadadnwrSunNaOa 1' 1' lY 4 Y 6K"Eapwna Nab WFVOM .6UW/D:harposld6n Clam . NPU10.0"P?SkAm Exterior Research and Design, I.I.C. Certificate ofAuthorteatlon #9503 YbnadrnfEhepBb Mail Pattern ttei rbevM�nmYonm� - "IC.JII emmm.dmaw enu. tvpamsrmxvin �Bdaws NBuri�N�. 1r�rh' c .• • sPee•trlrcwb. tuvad! P \ Sve!blMMf o•�n Elh 1-0 r ♦ '/ros' YwXjiF 17.. ` —.1E, _ Suwae SW rzymm Nabs 'b46"FYDaeus S*PND:da srpsakMn tlaroi :p,6pND. d6.MWdds Evaluation Report 037940.02.12-R4 FL10674-R9 Revision 4: 03/04/2014 Page 4 of 7 6.2.9 Minimum Nailing - TruDefinitionOOakridgep, Oakridge®: 4 ll Pansm Esgtrum_con0 Wws r c 66/6'bNab 6sB"Erpown 6pmfddndo66/8PWg Clam E>yoddb±etls66/BPd9. 6.2.10 Minimum Nailing - WeatherGuard@ HP: `mot I RINITY f ERD I 6 Nall N&m Es4uam cat 6 dews r r 66/9'Frpmum ft Cbm 6618"Etpvsue �mfd6nCg66/BPdB.-Expodann Qs'66BPu1B. angle ado Vbw 6.3 Hip & Ridge Shingles: 6.3.1 Installation of Berkshire® Hip and Ridge Shingles, High Ridge, Hip & Ridge with Sealant, WeatherGuardO HP Hip and Ridge Shingles and ProEdge Hip & Ridge Shingles shall comply with the manufacturer's current published instructions, using four (4) nails per shingle. Installation of DuraRidgeT" Hip & Ridge Shingles shall comply with the manufacturer's current published instructions, using two (2) nails per shingle. Refer to Owens Corning published information on wind resistance and installation limitations, including the use of hand -sealing for wind warranties. 6.3.2 Fasteners shall be in accordance with the manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Exterior Research and Design, LLC. Evaluation Report 037940.02.12-114 Certffkate of Authorization #9503 FL10674-1119 Revision 4: 03/04/2014 Page 5 of 7 QI RINITY ERD 6.3.3 Minimum Nailing - Berkshire@ Hip & Ridge and High Ridge: i--- waawwwm I I p 1 L P I 1 4 i I I I A I 1 1 p I 1 1 v v. 6.3.4 Minimum Nailing - Hip & Ridge with Sealant: enn Fig. 2 • High Wind Fastenig Pattem' i4 Naiis) rim Shingle nd Discard' 2 2" Excess Sealant —+ Strip T 12" Fastening 55/s" 5"Exposure Distance 12 6.3.5 Minimum Nailing - WeatherGuard@ HP Hip and Ridge: Fit.0 Hip'& Ridge Shingle Fastening. T*PVW MIS wit T' z, 2,� �. 1. c {.Yt.. IT Exterior Research and Design, LLC. Evaluation Report 037940.02.12-114 Certificate of Authorization #9503 FL10674-119 Revision 4: 03/04/2014 Page 6 of 7 I 6.3.6 Minimum Nailing - ProEdge Hip & Ridge Shingles: Prevailing wnd Direction Srdmt Strip `� 6' Eaporme Fasten Th' Cover Eryand Fagan Cement 1N.1N f ERD 1 Standard �11'—• Fastening -• 12' 1 � Pattern T"I �'_� TI•� �P � Sea4M 71 8 Ea[ oaure 6.3.7 Minimum Nailing - DuraRidgeT" Hip & Ridge Shingles: Note: The drawings below pertain to minimum, as -tested attachment requirements. Refer to Owens Corning published installation instructions for their minimum requirements. FMrn3ng W N D1raNm �'Diroeion dimnmdnmt Dircrdend.lsi.m prndmimnn 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall Indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. B. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the Installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for Information on which plants produce products covered by Florida Rule 9N-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC- QUA9625 ; (414) 248-6409; karen.buchmann(a)ul.com - END OF EVALUATION REPORT - Exterior Research and Design, LLC. Certificate ofAuthorization #9503 Evaluation Report 037940.02.12-R4 FL10674-R9 Revision 4: 03/04/2014 Page 7 of 7 91 w GEN ERAL NOTES' 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION 2. THE DESIGN& CONSTRUCTION OF THIS STRUCTURE MUST FULLY COMPLY WITH THE 2014 FLORIDA BUILDING CODE (STH EDITION), AC131"5, NCMA. NATIONAL FOREST PRODUCT ASSOC., NOS, TPI-95, AND ANY OTHER NATIONALLY RECOGNIZED ORGANIZATIONS THAT GOVERN THIS BODY OF WORK 3. ALL WORKSHALL COMPLY WITH ALL LOCAL AND REGIONAL ORDINANCES. 1. RISKCATEGORY: II 2. CODE REFERENCE: FLORIDA BUILDING CODE 2014(STH EDITION) &ASCE 7-10 3. GCPII: 10.18 4. WDTH OF END ZONE: A=40' S. WNDSPEED: 160 MPH(Vult) 3-SECOND GUST 124 MPH (Vastl) 3-SECOND GUST 6. WIND EXPOSURE: C 7. ADJUSTMENT FACTOR: 1.21 E. LOADS: RAILING 50 LB/FT & 200 LB POINT LOAD 9. SHEAR WALLS WERE CONSIDERED 10, A CONTINUOUS LOAD PATH WAS PROVIDED 11. COMPONENT& CLADDING DETAILED 12, MINIMUM SOIL BEARING PRESSURE IS 2000 PSF PRESUMPTIVE ALUMINUM NOTES 1. FASTENERS SHALL HAVE A HEAD AND/OR BE PROVIDED W/JQDIA. WASHER UNLESS NOTED. 2. ALL FASTENERS TO BE 2024-T4 ALLOY, NON-MAGNETIC STAINLESS STEEL, OR CADMIUM PLATED OR OTHERWISE CORROSION RESISTANT MATERIAL 3. ALL EXPOSED SCREW HEADS TO BE CAULKED 4. CONTRACTOR IS RESPONSIBLE FOR SHIELDING DISSIMILAR METALS S. SEAL ALL JOINTS WI CONTI NUOUS CAULK NG 6. DURING ERECTION, THIS ALUMINUM STRUCTURE SHALL BE ADEQUATELY BRACED AND FASTENED TO RESIST DEAD, WIND AND ERECTION LOADS. 7. ALL WELLS TO USE MINIMUM OF 4043 FI LLER(UNLESS OTHERWISE NOTED). 6. ALL WELDS ARE SUBJECT TO INSPECTION BY THE ENGINEER OF RECORD FOR THIS DESIGN, AND MUST CONFORM WITH THE AMERICAN WELDING SOCIETY (AWS) CURRENT CODES (DL2)&PRACTICE. 6.1. 1/4" FILLET WELDS ARE TO BE USED (U.N.O.) 9. ALUMINUM TO BE POWDER COATED OR PAINTED WITH A BITUMINOUS PAINTS TO PREVENT CORROSION. 9.1. CLEAR ANODIZED FINISH IS ALLOWABLE. 10. ALL EXPANSION ANCHORS TO BE NO LESS THAN 3" FROM THE EDGE OFA CONCRETE/SLAB AND OR FOOTING O.C. EACH WAY. ST. LIICIE COUNTYBUILDING DWMON REVIEWED FOR O ANCE REVIEWED gY DATE &r PAS AND PERMIT S BE h7SP ON dOB OR NO INSPECTION WILL BE MADE. FILE.COPY 2" X 2" X 1/8" ALUMINUM POST 1-112" X1-1/2"X 1/8" TOP & BOTTOM RAILS 1/4 NEW 4" X 4" X 1/4" THICK ALUMINUM PLATE �•"�` - J— (4)1/4"X2-1/4"TAPCONS@EA. ----- RAILING POST (TYP.)(1/2" E.D. ON ALUM. MATERIAL) RAILING POST DETAIL SCALE: 1" = V-0" CLEAR ANODIZED FINISH NEON NEON MOEN • ����������������������� Oman OMEN NEON • ■■■■■■■■M■■■■■■■M■■M■E NEON NOON None MEMO [[mill ���_�_�_����_������������ MEMO RAILING ELEVATION (TYP.) SCALE: 1" = V-0" _z 3-1/2" WIDE 1" DEEP IPE RAILING CAP OVER 2"X ?'• 1-1/2"X 1/8" ALUMINUM - O TOP RAIL /// 2" X 2" X 1/8" ALUMINUM POST i— 1-1/2"X 1-1/2" X 1/8" ALUMINUM MID -TOP RAIL 4" SPHERE UNABLE TO PASS THROUGH 118" (TBD) METAL FABRIC (2" SQUARES) 1-1/2"X 1-1/2" X 1/8" ALUMINUM MID -BOTTOM RAIL 4" SPHERE UNABLE TO PASS THROUGH E' S-1 \5CG-aa(:La