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Home My WebLink AboutSUBMITTED PAPERSV i OFFICE USE ONL DATE FILED: j�•� PLAN REVIEW FEE: RECEIPT NO.: PERMIT NUMBER: 'w L 1 CONCURRENCY FEE: RECEIPT NO.: CERT. CAP. NO.: ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Avenue Ft. Pierce, FL 34982-5652 772-462-1553 SC'q/`//v�0 St 6 APPLICATION for BUILDING PERMIT e County CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: T./ 5 1 0m e•nden-, At. F4 . Pierce. , FL 39-S T I 2. PROJECT NAME: � `r SITE PLAN NAME: V6gn- Re "vr'--e- 3. PROPERTY TAX ID #: 3'f Q-3 5 0 a -a 1 6 1 O o0 3 4. LEGAL DESCRIPTION (attach extra sheets if necessary): W �-i-6 Gi �( Sid 0-5 3.t; 405 100FI- OF- ,j 3V4 FT OF E✓ a3ogT olr 1-0l 5(, (-,�-A`) (MA-P 341054) (av_ 35"-AY-3Fa 5. PLAT BOOK 356 X 6. PAGE NO. a S 3 0 7. BLOCK NO. 8. LOT NO. 9. PARCEL SIZE (ACRES/SQ FT.): o 5 a A c:- LOT DIMENSIONS: 10. COMPLETE DESCRIPTION OF CONSTRUCTION PROJECT OR WORK ACTIVITY: TY'u-s P-0-of ©V eir- I I. SETBACKS (ACTUAL) FRONT: BACK: RIGHT SIDE: LEFT SIDE: 12. TYPE OF CONSTRUCTION (Check all appropriate boxes) [ ] NEW CONSTRUCTION [ ] EXPANSION/ADDITION [ ] INTERIOR RENOVATION [ RESIDENTIAL [ ] .COMMERCIAL [ ] . INDUSTRIAL [ OTHER (SPECIFY) Truss QOor ,.JW 13. DESCRIPTION OF PROPOSED USE: AeSijtMft- i 14. SQ. FT OF CONSTRUCTION: �15. SF. FT 1st FLOOR: 16. VALUE OF CONSTRUCTION: $ 8 1 501D ✓ z0N0C1� The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. if the valuc is $2500 or more, a RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 UPDATED 6/25/09 �1 I OWNER INFORMATION NAME: ' j-d (�-M V 661f 1 ADDRESS: "� 3 :5J-Or " . CITY: 9, Pherc - I STATE: ZIP: PHONE (DAYTIME): C) 3 5 Email: Cjc- 3 a C'a ® C-cJ� IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW. FEE SIMPLE TITLEHOLDER: ADDRESS: CITY: STATE: ZIP: PHONE (DAYTIME): CONTRACTOR INFORMATION ST. of FL REG. CERT #: BUSINESS NAME: QUALIFIERS NAME: ADDRESS: CITY: PHONE (DAYTIME): (_) ARCHIT/ENGINEER: ADDRESS: CITY: PHONE (DAYTIME): (_—) BONDING COMPANY: ADDRESS: CITY: MORTGAGE LENDER: ADDRESS: CITY: STATE: FAX NO. STATE: STATE: STATE: ST. LUCIE COUNTY CERT #: Email: ZIP: ZIP: ZIP: ZIP: IMPORTANT NOTICE: When a permit is issued and it is not picked up within 60 days after notification it will be voided and returned to you by mail. s PV CERTIFICATION: This application is hereby made to obtain a permit to do the work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, BEATERS, TANKS, AND AIR CONDITIONERS, FENCES, ETC., not otherwise included with this building permit application. St. Lucie County makes no representation that its granting of a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Homeowner Association rules, bylaws or any covenants that may restrict or prohibit such structure. Please consult with your Homeowner's Association and review your deed for any restrictions which may apply. The following building permit applications are exempt from undergoing a full conctrrency review: room additions, accessory structures (all types), swimming pools, fences, walls, signs, screen rooms, utility substations & accessory uses to another non- residential use. NOTICE 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 YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: IF IT IS NOT YOUR RIGHT, TITLE, AND INTEREST THAT IS SUBJECT TO ATTACHMENT: AS A CONDITION OF ISSUANCE OF THIS PERMIT, YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT. OWN R OR CONTRACTOR SIGNATURE STATE OF FLORID COUNTY OF , , /.c ,t l � The foregoing instrument was acknowledged before me this day of 20—L4--' by who is -personally known "�t or has produced as identification. CONTRACTOR SIGNATURE STATE OF FLORIDA COUNTY OF The foregoing instrument was acknowledged before me this day of by 20 who is personally known or has produced as identification. �gnature of Notary DAWN MILONE Signature of Notary [PRY PUB'�� .`[ Notary Public - State of Florida Commission No. : • Kil m. Expires. Mar 22, 2017 Commission No. (Seal) ayT Pa= Commission # EE 877571 oq, Bonded Through National Notary Assn. NOTE: TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING FOR THIS BUILDING PERMIT AS AN OWNERBUILDER, THE OWNER MUST PERSONALLY APPEAR.TO SIGN THIS APPLICATION IN THE OFFICE LISTED ON THE' FRONT OF THIS APPLICATION. OWNER BUILDER AFFIDAVIT WILL BE REQUIRED FOR ALL OWNER/BUILDER APPLICANTS. For specific instructions see appropriate permit checklist. i OFFICE USE ONLY BY: SECTION TOWNSHIP RANGE MAP NO. ZONING LAND USE LOT CVG % TAZ NO. FLOOD ZONE FIRM MAP # I ST FLR ELV MAX HGT CONST TYPE OCCUP TYPE MAX OCCUP # OF FLRS WATER SEWER SPRINKLERS STORMWATER LOT OF REC LOT OF REC LOT SPLIT LOT SPLIT Before I/1990 After 1/1990 REQUIRED APPROVED REPORT HABITABLE RADON PERMIT CODE AREA FEE FEE (RADON) LIBRARY PUBLIC BLD PUBIC BLD PARKS .IMPACT IMPACT FEE IMPACT IMPACT ,FEE CORRECTION FEE FEE GENERAL 'SCHOOL ROAD CREDIT Y N LAW ENF IMPACT IMPACT IMPACT FEE FEE FEE FIRE/EMS DRIVEWAY Y N DRIVEWAY ADMINISTRATIVE IMPACT REQUIRED FEE VARIANCE FEE FEE SPECIFY MECHANIC ROOF NON -CONFORMING MISCELLANEOUS SUBS ELECTRIC GAS LOT OF RECORD FEES REQUIRED PLUMBING FEES DATE SENT TO ADDRESSING: REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE "l RECEIVED DATE 2. AY COMPLETED INITIALS I I I I I 1 Z y PLANNING & DEVELOPMENT SERVICES DIVISION BUILDING & CODE REGULATIONS DMSION 2300 Virginia Ave Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY )Q'0 t'y -z-. G4 will be using the following sub -contractors for the (Comnanv/Individual Name) project located at (Street addn!s6r Property Tax Il #) 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 Plumbing HVAC/ Mechanical Roofing v� Gas OFFICE iJSE'ONI.Ys, PERMIT ISSUE DATE: NUMBER: JOSEPH E. SMITH, CLF" F THE FILE # 3930180 OR 3608 CIRCUIT COURT - SAINT IE.COUNTY PAGE 1769, Recorded 0 2014 at 11:45 t NOTICE OF COMMENCEMENT Permit No. ) T 0 ( "— 00 —t —� Tax Folio No. State of Florida County of St. Lude The undersigned hereby gives notice that improvement will bemade to certain real property, and In accordance with Chapter 713, Florida Statutes, the following Information Is provided in this Notice of Commencement. LalDescription of Property: (and street address If available): � O S " �/_ N S ( ID�G4t55�J ", Foe'r PL42r� , F-L 3�3e I trJ i CJ General description of Improvement: ADD r r 5j.6c::Le(CA L A,✓* PL.0 rQ3 10 6 Owner Information or Lessee information If the Lessee contracted for the improvement: Name JO -Ara V �6 A Address 4135 ( (s(, V tQZ49 1 rL 3LE913 ] Interest in property: O W Name and address of fee simple titleholder (if different from Owner listed above): Contractor's Name: Contractor Address: Phone Number: O(— O5" Surety Of applicable, a copy of the payment bond is attached): Amount of bond: $ Name and address: Phone number: Lender Name: Phone Number: Lender's address: Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1) (a)7., Florida Statutes: Name: Phone Number: Address: In addition to himself or herself, Owner designates of Lienor's Notice as provided In Section 713.13(1) (b), Florida Statutes. Phone number of person or entity designated by owner: to receive a copy of the Expiration date of notice of commencement: (the expiration date may not be before the completion of construction and final payment to the 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 CONSIDERED 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 at I have read the foregoing notice of commencement and that the facts stated therein are true to the best of my kno edge and belief. (Ai % (SI ature of Owner or le e, or Owner's or Lessee's Authorized Officer/Director/Partner/Manager (Signatory's Title/Office) The foregoing Instrument was ! as acknowledged before me this By �(� Y Q—G , as .. Name of Person J li Tvae of a (Signature of tl}6taryTrublic - State'ofFlotl1 (Print, Type, dY Stamp Commissioned Name of Notary Public) day of_&t:b , 20kl- an behalf of whom instrument was executed nrY�pMhlSS10M NU>F aaMbNPiRFS• k lyk wr_orproduced Identification DeiNo4rypul pj 20�+0 Mk Uq )lAe IFlcation produced r 1 I U ° wlON') LL 91f HlH1l�f.lN��1! SlFI�. V01801i J0 livis PLANNING & DEVELOPMENT SERVICES DIVISION BUILDING & CODE REGULATIONS DMSION 2300 Virginia Ave Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY �fpf1" \�E6 A will be using the following sub -contractors for the (Company/Individual Name) r �+ project located at �_q 5 �� S y 7 f i �p-Ge , FL � �`� � 1 (Street address or Property Tax ID #) It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of St. Lucie County. Trade Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical LfU A 0 V G oU-) 0'F_'2 Plumbing �U� v6G C) £`2 HVAC/ Mechanical Roofing Gas bFFICE;USE ONLY: PERMIT ISSUE DATE: NUMBER: l �► a d PLAN Y'r—TG & DEVELOPMENT SERA"`ES Br a, , ing & Code Compliance DivikI BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: a (,fy ge State of Florida Certification Number (If applicable): �T U A V (Company Name/Individual Name) have agreed to be the Elrb—GZP—t C L sub -contractor for (Type of Trade) (Primary Contractor) for the project located at Lt 5-51 -�rz)R - t=r)f�CO Zlk, FC r P `�,P-cl' , CC (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name ofthe Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Address: City/State/Zip: Phone: email: Jun v�GA418 / I i NATURE PRINT NAME DATE STATE OF FLORIDA, COUNTY OF THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS. %A DAY OF BY '� J -1\ WHO IS PERSONALLY KNOWN _ O S PRODUCED S IDENTIFICATION. �gv�r0. G1 SIGNATURE OF XOTARY PUBLIC ,�;; ; PRINT NAME OF NOT OFFICE USE ONLY: 2014 . 3rSy- III -7C Notary Public - State of Florida My Comm. Expires Dec 16, 2016 Commission # EE 85876-1 Sonoed Through National Notary Assn. - Ah.t r1.A1r1ri1rlT 0z 1JJI!iVL+LUrly L1V.1. JLKVIUES B,"ling & Code Compliance Divir �- � ,j ;BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): zjr (Company Name/Individual Name) Z—O gt,3 sub -contractor for (Type of Trade) have agreed to be the (Primary Contractor) for the project located at �� '�s�'`) �Z, py 0 C3;_7 r FL.' ? (. (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name ofthe Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED, Business Name: Address: City/State/Zip: VPhon email: TURE PRINT NAME DATE STATE OF FLORIDA, COUNTY OF 6' , t-u c Vk'- THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS .\O,DAY OF ^� b , 20 BY v o, TN � JIL .q ON, WHO IS PERSONALLY KNOWN R HAS PRODUCED d AS IDENTITION FIC . (STAMP) S GNATURE OF N ARY PUBLIC ,::; q,� ; PRINT NAME OF NOTARY PUBLIC DEANNA GIVENS YP� Notary Public - State of Florida v' _ My Comm. Expires Dec 16, 2016 OFFICE USE ONLY: �; Commission # EE 858761 I1551JE DATE �� MAlN1NIA(i- & I)EVELOPMENT SERVICES " 7;uilding & Code Compliance I ion BUILDING PERMIT SUB-CONTRACT 77GREEMENT St. Lucie County Contractor Certification Number. F State of Florida Certification Number (If applicable): V k�-' V s �R have agreed to be the (Co parry Name/Individual Name) d r sub -contractor for (Type of Trade) (Primary Contractor) for the project located at Ac) S o`rGE_ (-c (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name ofthe Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Address: City/State/Zip: Phone: email: �y Q v3 ST PRINT STATE OF FLORIDA COUNTY OF :�- k� DATE THE = INSTRUMENT WAS SIGNED BEFORE ME THIS DAY OF 20 1.4 BY WHO IS PERSONALLY KNOWN _ OR HAS PRODUCED �J ICATION. (STAMP) SIG OF NOTARY PUBLIC PRINT N I OF NOTARY PUBLIC OFFICE L T � l:F s. Planning & Development Services Department Building & Code Regulations o 2300 Virginia Avenue Fort Pierce, Florida 34982 • (772) 462-1553 - OWNER/BUILDER AFFIDAVIT DISCLOSURE STATEMENT F.S. 489.103 (7) EXEMPTIONS State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must ,provide direct, on -site supervision of the construction yourself. You may build or improve farm outbuildings, a one -family or two-family residence or a commercial building at a cost of under $75,000.00. The building or residence must be for your own occupancy. It may not be built or substantially improved for sale or lease. If you sell or lease a building you have built or substantially improved your self within one year after the construction is complete, the law will presume that you built or substantially improved it 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. Any person working on your building who is not licensed must work under your direct supervision and must be employed by you, which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable�aws, ordinances, building codes, and zoning regulations. Initial I understand that the building official, and inspectors are not there to design or give advice on 1 o to the minimum code. Initial 7 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 7 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 liablFfo-r the cost of the license. Initial 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 1cal 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 ownertbuilder exemption shall be reported by the Building and Zoning Department to the Florida State department of Professional Regulation. Signed and acknowledged on this day of 12 of 20 Jam. O Per-Muilder Signature STATE OF FLORI COUNTY OF The fo going mstr ent was ac wledged before me this 5_ day of 20�, by who is personally known to me, or who has nroduced N I as identificati.orr Signature of Notary Title: Notary Public SLCPDSD Revised 07/22/2010 Type or Print Name c Commission Number DAWN MILONE Notary Public - State of Florida telly Cow� pines filar 22, 2017 Corrimiss: # EE 877571 Bonded Throu—gh'National Notary Assn. • Girders are trusses specially designed to carry extra loads from framing and equipment. Girder Trusses may consist of a single ply or as many as six plies. The Truss Designer will specify the number of members in a multi -ply girder. Each girder is made up of similar trusses built and fastened together to act as one unit to support the load. Travesanos son trusses que son especificamente disenados para llevar cargas adicionales de armazon y equipo. Trusses de Travesanos pueden consistir en una sola capa o tanto como seis capas. El Disenador del Truss especificara el numero de miembros en un travesan"o de varias-capas. Cada travesano es hecho de trusses similares construidos y sujetados juntos para fundonar como uno Para soportar la carga. PLY -TO -PLY CONNECTION REQUIREMENTS REQUISITOS DE CONEXION DE CAPA-A-CAPA WARNING! Multi -ply girders cannot perform according to design unless all plies are properly fastened together. iADVERTENCYA! Travesanos de varias-capas no pueden funcionan segun el diseno a menos que todas capas son sujetadas juntas apropiadamente. .7 Always check the Truss Design Drawing (TDD) for the girder ply -to -ply connection requirements. They are listed in the fastener schedule and will specify the type, size and spacing of fasteners to be used. NOTE — Cluster nailing may be required at concentrated loads. Siempre revisa el Dibujo del Disetio de Truss (TDD) pars los requisitos de la conexion de travesano capa-a-capa. Estan enumerados en el horario de cierres y especificara el tipo, tamano y espaciamiento de los cierres que usara. NOTA — Clavando en grupos puede ser requerido en cargas concentradas. The sample TDD In the figure below highlights the nailing schedule for this example three-ply girder. El TDD de muestra an la figura abajo desfaca el horado de c/avar pars este ejemplo de un travesano de tra-capas. wrumf ay:� w.ca asarmm ®g m Nailing Schedule: 12d (0.128" x 3.25") nail TOP CHORD: 1 ROW @ 5" o.c. BOT CHORD: 2 ROWS @ 12" o.c. WEBS: 1 ROW @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. GOOD INSTALLATION PRACTICES BUENAS PRACTICAS DE INSTALLCION Q If at all possible, fasten multi -ply girder trusses together prior to erection/installation. Si es posible, sujete los trusses de travesan"os de varias capas juntos antes de ereccion/instalacidn. ® WARNING! All of the plies in a Truss Girder must be fastened together completely in accordance with the requirements specified in the TDD before attaching any supported members or other loads to the girder. Spreader bar/stitfback iADVERTENCIA! Todas las capas en un Travesan"o de Truss tienen que ser completamente sujetadas �. juntas de acuerdo con los requisitos especifica- dos en el TDD antes de sujetar a/gunos miembros soportados u otras cargas al travesano. .7 Make sure that the Girder Truss is laterally restrained and braced to ensure lateral stability and prevent unexpected deflection or rotation. Asegurese que el Truss de Travesano es restringido lateralmente y arriostrado para asegurar la estabilidad lateral y prevenir desviacion o rotacion imprevisto. FASTENER GUIDELINES - GUTA DE CIERRES Q Nails, bolts, screws or other approved fasteners are typically used for attaching the individual plies of a multi -ply girder together depending on the amount of load and number of plies. Use the correct type and size of fastener(s) specified on the TDD. Clavos, pernos, tornillos u otros cierres aprobados son tipicamente usados para sujetar las capas individuales de un travesailo de varias- capas juntas depende en la cantidad de la carga y el numero de capas. Use el Upo y taman"o correcto de cierre(s) especificado en el TDD. [✓l Locate and space fasteners in accordance with the requirements specified on the TDD. Ubicar y espaciar los cierres de acuerdo con los requisitos especifica- dos en el TDD. Some Truss Manufacturers mark Girder.Trusses with supplemental tags, calling further attention to the number bf plies and fastening schedule on the TDD. An example of one such truss tag is shown here. Algunos Fabricantes de Trusses marcan los Trusses de Travesanos con etiquetas suplementarias, Ilamando mas atencion al numero de capas y el horario de derre en el TDD. Un ejemplo de una etiqueta de truss es mostrado aqui. B9Girder 110418 NAIL FASTENERS — CZERRES DE CLAVOS 21 Girder trusses up to three plies can be fastened together with nails. Nall each additional ply in accordance with the specified schedule on the TDD. Trusses de Travesatics; hasta tres capas pueden ser sujetados juntos con clavos. Clavar cada capa adiclonal de acuerdo con el horario especificadd en el TDD. _7 , 77 V 4 Two plies Three plies (see Note Dos capas below). Tres capas (vea la nota aI Note: Multi -ply girders that are fastened together with nails at the jobsite shall have the nail heads visible for inspection. This is not required if the multi -ply girder is fastened by the Truss Manufacturer at the manufacturing plant, as the in -plant QC program and third - party inspection process assures that the fastening is performed per the requirements of the TDD. Nota: Travesaflos de varias-capas que son sujetados juntos con clavos en la obra tendr6n las cabezas de Ids clavos visibles para inspeccl6n. Esto no es requerldo si el travesaffo de varias-capas es sujetado por el Fabricante del Truss en la planta de fabricacl6n, como el programs de QC en-planta y el proceso de inspeccOn del tercero asegurar que el cierre es hecho por Ids requisitos del TDD. SCREW FASTENERS — CIERRES DE TORNMOS R1 Girders up to four plies are permitted to r71M \=10I be connected with specifically designed high -strength screws. Install per screw manufacturer requirements and Truss Designer specifications. Pre -drilling may be required in structural compos- ite lumber (SCL). See SCL and screw manufacturer's recommendations. Travesafios 13= screw diameter hasta cuatro I 4D- capas son permitidds a 1V AN ser conecta- >-5D* dos con 12 tomillos > 4D* especifica- mente *See also screw manufacturer's requirements disefladds para la fuerza alta. Instale de acuerdo con los requisitos del fabricante del tomillo y /as especificadones del Disefiador del Truss. Pre-per-foracidn puede ser requerldo en madera compuesto estructural (SCL). lea las recomendaciones de SCL y del fabricante del tomillo. To view 'a non -printing PDF of this document, visit www.sbcindustry.com/b9. 11TOM Some screw manufacturers require the screws to be installed with the screw heads in the loaded ply, or require a reduction in screw capacity if the screw heads are installed in the unloaded ply. i Algunos fabricantes de tomillos requieren que los tomillos son instalados con las cabezas de los tomillos en la capa cargada, o requiere que una reduccl6n en la capacidad del tomillo si las cabezas de los tomillos esthn instalados en la capa descargada. R1 Two-ply floor trusses are permitted to be attached with screws per the TDD and the screw manufacturer's recommendations. Trusses de dos-capas son permiddos a ser sujetados con tomillos de acuerdo con el TDD y las recomendaciones del fabricante del tomillo. BOLT FASTENERS — CZERRES DE PERNO Install per bolt manufacturer and Truss Designer requirements and specifications. Instale de acuerdo con los requisitos y especificaciones del fabricante. del Demo v el Disehador del Truss. R1 Pre -drill all bolt holes. Do not oversize the hole! Use washers at bolt head and nut. Use nails as required. • Girders up to six (6) plies are per- mitted to be connected with bolts. • Maximum five (5) plies for girders supporting loads on one side. D=bolt diameter ?4D 5 a. obi �:413 • Maximum six (6) plies for girders supporting loads on both sides. Pre-prefore todos perforadones de perno. iNo hacer demasiado grande la perforacidn! Use arandelas en la cabeza del perno y tuerca. Use clavos corno es requendo. • Travesaflos hasta seis (6) capas son permiddos a ser conectados con pemos. • Un miximo de cinco (5) capas para travesaflos que soportan cargas en un lado. • Un m6mmo de seis (6) capas para travesaflos que soportan cargas en ambos lados. RI Bolt and screw head locations shall not interfere with fastening of hardware or framing members attached to the girder. Las ubicaciones de las cabezas de pernos y tomillos no im- pedirin con el sujetando del ferreteria o miernbros de armaz6n que sujetar6n al travesafio. This document summarizes the information provided in Section B9 of the 2008 Edition of Building Component Safety Information BCSI - Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright @ 2004-2011 Structural Building Components Association and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. .� S3C WER, TRUSS COUNCIL 6300 Enterprise Lane - Madison, WI 53719 608/274-4849 - www.sbcindustry.com TRUSS PLATE INSTITUTE 218 North Lee Street, Ste. 312 Alexandria, VA 22314 703/683-1010 - www.tpinst.org ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 71533 - Vega Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Juan Vega Project Name: Vega Residence Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL 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: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 160 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 23 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. I Seal# Truss Name Date 1 T6017486 Ai 11/13/01 18 T6017503 J7 11/13/01 12 I T6017487 I A2 1 11 /13/01$19 I T6017504 1 KJ7 1 11 /13/01 13 I T6017488 I A3 1 11 /13/01 �20 I T6017505 I V20 1 11 /13/01 a 14 I T6017489 I A4 1 11 /13/01$21 I T6017506 I V24 1 11 /13/01 15 I T6017490 J A 1 11 /13/01$22 I T6017507 I V28 1 11 /13/01 1 16 I T6017491 1131 1 11/13/01323 I T6017508 I V32 1 11 /13/01 17 I T6017492 1132 1 11 /13/01 LE by N. 18 I T6017493 113 1 11/13/01 19 I T6017494 J .G RA 1 11 /13/01 110 I T6017495 I GRB 1 11/13/01 Ill I T6017496 I HV12 1 11/13/01 112 I T6017497 I HV 16 1 11 /13/01 113 I T6017498 I J 1 1 11 /13/01 �F 114 I T6017499 J J3 1 11 /13/01 115 I T6017500 J J3A 1 11 /13/01 116 I T6017501 J J5 1 11 /13/01 117 I T6017502 J J5A 1 11/13/01$ The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas. My license renewal date for the state of Florida is February 28, 2015. 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. ++++111I11/lr"� ��PS A%. ��0 • G�E N 3 0 STATE OF : I/� Ss,ONALE 0 hniu++ FL Cert. 6634 November 13,2013 Alban, Thomas 1 of 1 Job Truss Truss Type Qpy ply Vega Residence T6017486 71533 Al HIP 1 1 Job Reference (optional) an iauiun,s i,u�y u� , rv�i rin�w ri. avno< t.;= a oep zi ZU1G MII OK Inaustrles, Inc. Wea NOV 13 Mb4:4b ZU13 rage 1 ID:vFHKCX EZSCxNVJgRCdLgBuzquXT-mLh_egzFh9JJ VAj4Ha2eVdZU54M7tOUcBilHxlyJbA7 2 00 6 10 3 11-0-0 16-8-0 22-4.0 26 5-13 33 4-0 35.4 0 2-0.0 6-10-3 4-1-13 5-8-0 5-8-0 4-1-13 6-10-3 2-0 0 Scale = 1:62.7 4x5 - 3x8 = 4x5 4x5 4x6 = 2r3 11 3x8 = 4x5 = = 3x8 = 4x6 = i 11-0-0 16-8-0 i 22-4-0 i 33-4-0 ' �t_rtn ' a_O_n Plate Offsets MY): f2:0-2-10,Edge1, [8:0-2-10 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.36 Vert(LL) -0.22 12 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.68 Vert(TL) -0.63 10-20 >638 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code FBC201 O/TP 12007 (Matrix-M) Weight: 163 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. WEBS 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) 2=1738/0-5-8 (min. 0-2-6), 8=1738/0-5-8 (min. 0-2-6) Max Horz2— 215(LC 6) Max Uplift2=-805(LC 8), 8=-805(LC 8) Max Grav2=2018(LC 2), 8=2018(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3639/1331, 3-4=-3127/1163, 4-21=-2833/1118, 5-21= 2833/1118, 5-22=-2833/1118, 6-22=-2833/1118, 6-7=-3127/1163, 7-8=-3639/1331 BOT CHORD 2-14=-106213255, 13-14=-966/3216, 12-13=-966/3216, 11-12=-966/3216, 10-11=-966/3216, 8-10= 1062/3255 WEBS 3-14= 561/318,4-14=-250/781,5-14=-664/215,5-10=-664/215,6-10=-2501181, 7-10= 563/318 111111111 NOTES `,�t1 °/I�� 1) Unbalanced roof live loads have been considered for this design. `� a p PS A• ,C) s4# 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. II; �� \�' �e �0 Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ♦♦ .r •••\ G E N & *•`.'9 � i ♦� _F..� 3) Provide adequate drainage to prevent water ponding. ♦ ^y �� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a 0 8 0 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 V41� • �- A fit between the bottom chord and any other members. — 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 805 lb uplift at joint 2 and 805 lb uplift at /1- joint 8. r •�`�- i 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ••. J ATI LOAD CASE(S) Standard ��'� TL Q ;•• O R 111 FL Cert. 6634 November 13,2013 Q WARNING - Verify design parmnetem and READ NOTES ONTNIS AND INCLUDED WI REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors, This design Is based only upon parameters shown, and Is for an individual building component, Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the Additional bracing the is the building designer. MiTek` erector. permanent of overall structure responsibility of the For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. scley Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Sauthem Pine 15131 lumber is specified, the design values are those effective 106/01/ZU13 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Vega Residence T6017487 71533 A2 HIP 7 1 Job Reference (optional) s 1 Puss inc., ron Pierce ri. j4ane 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed Nov 13 10:64:47 2013 Page 1 1 D:vFHKCXEZSCxNVJgRCdLg BuzquXT-EXFMsA_uSTRA7J IHrHZt2r6W BU17cUHIQMVgTkyJbA6 -2-0-0 7-7-13 13-0-0 20-4-0 25.8-3 33-4-0 35-4-0 2-0-0 7-7-13 5-4-3 7.4-0 5-4-3 7-7-13 2- Scale: T16"=1' 7x6 i 5.00 12 5x6 = 317 0 4x5 = 2X3 II 4x6 = 3x8 = 2x3 II 4x5 = 3x4 = 4x6 = Plate Offsets MY): f5:0-4-0,0-2-21,f6:0-3-0,0-2-41 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.85 Vert(LL) -0.19 14 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) -0.48 13-14 >830 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.16 9 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matra-M) Weight: 164 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1738/0-5-8 (min. 0-2-6), 9=1738/0-5-8 (min. 0-2-6) Max Horz2=-248(LC 6) Max Uplift2=-805(LC 8), 9=-805(LC 8) Max Grav2=2018(LC 2), 9=2018(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-15 oc bracing. WEBS 1Row atmidpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3629/1252, 3-4=3455/1263, 4-5=-2890/1088, 5-6= 2590/1055, 6-7=-2890/1088, 7-8=-3455/1263, 8-9=-3629/1252 BOT CHORD 2-16=-989/3231, 15-16=-989/3231, 14-15=-989/3231, 13-14=-693/2590, 12-13=-989/3231, 11-12=-989/3231,9-11=-989/3231 WEBS 4-14=-803/347, 5-14=-141/538, 6-13= 141/519, 7-13=-804/348 NOTES 1) Unbalanced roof live loads have been considered for this design. �� - A p,S �°► ,Ci �j 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. 11; oo� �`�' • •' • • • �e '�j Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 00 •••\ C' E N S' •••.'�j� �i 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 6. 3938 5) Plate(s) at joint(s) 6 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncon current with any other live loads. �• * •, 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will, - fit between the bottom chord and any other members. • `¢ ; a: Z 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 805 lb uplift at joint 2 and 805 lb uplift at o AT joint 9. s 0 •'. 4/ 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� •'�< i ` p Q:•' \�,00 •LOAD CASE(S) Standard //nlllll FL Cert. 6634 November 13,2013 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCL UDED MITEKREPERENCE PAGE 3917473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.� Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the MiTek erector. permanent of overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tnw Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. ifSauthem Pine 151P) lumberis specified, the design values are t hase effective U6/01/2013 byALSO Tampa, FL 33610-4115 Job Truss Qty Vega Residence 71Uss 71533 A3 1 1 Job Reference (optional) r russ inc., ron rierce ri. wane 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed Nov 13 10:54:48 2013 Page 1 ID:vFHKCXEZSCxNVJgRCdLgBuzquXT-ijpk3W?WDnZ1 kTsTP?46b2eIPu3EL_OveOE00ByJbA5 i -2-10 , 7-6-0 15-0-0 18-4-0 25-10-0 33-4-0 35-4-o 2-0.0 ' 7-6-0 7-6-0 3 4-0 7-6-0 7-6 0 2-0-0 4x6 % 4x6 5.00 12 Scale: 3!16'=1' 3X6 = 2x3 II 5x6 WB= 3x4 _ 3x4 _ 5x6 WB= 2x3 II 3x6 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 30.0 Plates Increase 1.33 TC 0.63 Vert(LL) 0.40 9-11 >988 360 TCDL 15.0 Lumber Increase 1.33 BC 0.64 Vert(TL) -0.73 9-11 >549 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(fL) 0.17 7 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 -OTHERS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS (lb/size) 2=1783/0-5-8 (min. 0-2-6), 7=1783/0-5-8 (min. 0-2-6) Max Harz 2=281(LC 7) Max Uplift2=-805(LC 8), 7=-805(LC 8) Max Grav2=2018(LC 2), 7=2018(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3705/1289, 3-4=-2670/1005, 4-5=-2346/994, 5-6=-2670/1005, 6-7=-3705/1289 BOT CHORD 2-14=-1019/3313, 13-14=-1022/3305, 12-13= 1022/3305, 11-12= 588/2346, 10-11=-1022/3304, 9-10=-1022/3304, 7-9=-1019/3311 WEBS 3-14=0/296, 3-12=-1156/477, 4-12=-162/549, 5-11=-162/548, 6-11=-1156/477, PLATES GRIP MT20 244/190 Weight: 162 lb FT = 0% Structural wood sheathing directly applied or 3-4-5 oc purlins. Rigid ceiling directly applied or 7-3-6 oc bracing, Except: 9-7-6 oc bracing: 11-12. 1 Row at midpt 3-12, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1y 0 6-9=0/296 NOTES ,% -- pp p,S A • ,q 0� 1) Unbalanced roof live loads have been considered for this design. t�� Q,V • • • • • Le �/� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. II; �� •••\ G E N S '� V F��•^%i si Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. '"O 39380 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. * := 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide with• r' fit between the bottom chord and any other members, with BCDL=10.Opsf. /-'' m 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 805 lb uplift at joint 2 and 805 lb uplift at � joint 7. : b J ATE .' >L 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �T �.< O P �;;�441 'LOAD CASE(S) Standard FL Cert. 6634 November 13,2013 Q WARRWNG - Verify de-sfyn parameters and READ NOTES ONTAIS AND INCLUDED M Elf REFERENCE PAGE NHI 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. rat 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 construclion is the responsibillity, of the Additional MiTek` erector. 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/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. if Southem Pine (SP) lumber is specified, the design values are those effective 06f01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Vega Residence T6017489 71533 A4 COMMON 4 1 Job Reference (optional) i.namoars i russ inc., rvR rierce rl. ogvue f,3b0 S aep 21 2012 Mu eK Industries, Inc. Wed Nov 13 1 O:b4:50 2013 Pagel ID:vFHKCXEZSCxNVJgRCdLgBuzquXT-e6xUUCOmkOPI_nOsWQ6agTk2FhjUpsxC6KjU43yJbA3 8-4-0 16-8-0 25-0-0 33-4-0 35-4-0 z-ao 8-4.0 8-4-0 8-4-0 8.4-0 2-0-0 45 = 46 = 5.00 12 Scale = 1:61.7 4x6 = 3x4 = 4x5 = 3x4 = 4x6 = I¢ 0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.80 Vert(LL) -0.55 10-13 >732 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.72 Vert(TL) -1.05 10-13 >381 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(rL) 0.15 8 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matra-M) Weight: 149 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 31 'Except' TOP CHORD 1-4,6-9: 2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1811/0-5-8 (min. 0-2-6), 8=1811/0-5-8 (min. 0-2-6) Max Horz 2=308(LC 7) Max Uplift2=-805(LC 8), 8=-805(LC 8) Max Grav2=2018(LC 2), 8=2018(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3609/1302, 3-4=-3129/1173, 4-5= 2973/1197, 5-6=-2973/1197, 6-7=-3129/1173, 7-8=-3609/1302 BOT CHORD 2-13=-1025/3321, 12-13 518/2116, 12-20= 518/2116, 20-21=-518/2116, 11-21=-518/2116, 10-11=-518/2116, 8-10= 1025/3218 WEBS 5-10=-355/1163, 7-10=-779/448, 5-13=-355/1163, 3-13= 779/448 Structural wood sheathing directly applied. Rigid ceiling directly applied or 7-2-15 oc bracing. MiTek 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. II; �� - ^ p,S A. A e, Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 �� \V` • • • • • • �e A�j 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� ••• �� G E AI 0�.•'9j! 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 BCDL = I O.Opsf. a 1 3 9 3 8 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 805 lb uplift at joint 2 and 805 lb uplift at * -J joint 8. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.t�: LOAD CASE(S) Standard 0 AT :•��/�� FL Cert. 6634 November 13,2013 0 WARNING - Verify design peters and READ NOTES ON THIS AND INCL UDED MITF.If REFERENCE PAGE MII.7473 BEPORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Ng Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllity of the Additional bracing the MiTek` erector. permanent of overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. if Sauthem Pine (SP} lumber is specified, the design values are those effective 06101 f 2013 by ALSC Tampa, FL 33610-4115 Job Truss ype Qty P Vega ResidenceT6017490 FlIrluss 71533 A 1 1 Job Reference (optional) —moers i ru— inc., rom rierce n. svaoz r.ubu s sep zr zui z M1 i eK maustries, mc. Wed NOV 13 1 o:b4:4b Za13 rage 1 ID:vFHKCXEZSCxNVJgRCdLgBuzquXT-188bRUydwsBStOBujtWPzQOEQg1 G8clTy2OjPsyJbA8 -2-0-0 5-8-12 9.0.0 16.8-0 24-4-0 27-7-4 33-4-0 35-4-0 2-0.0 5.8-12 3-3 4 7-8-0 7-8-0 3-3 4 5-8-12 2 0.0 4x6 i 5.00 F12 3x8 = 4x6 3X8 = 3x8 = 5x6 WB= 2x3 11 5x6 WB= 3x8 = 3z8 = 9-0-0 7-8-0 7-8-0 9-0.0 LOADING (psf) SPACING 2-0-0 CSI TCLL 30.0 Plates Increase 1.33 TC 0.67 TCDL 15.0 Lumber Increase 1.33 BC 0.59 BCLL 0.0 Rep Stress Incr YES WB OA5 BCDL 10.0 Code FBC2010ITP12007 (Matra-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.28 12 >999 360 MT20 244/190 Vert(TL)-0.6312-14 >633 240 Horz(Q 0.19 8 n/a n/a BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 2=1738/0-5-8 (min. 0-2-6), 8=1738/0-5-8 (min. 0-2-6) Max Horz 2=-182(LC 6) Max Uplift2=-805(LC 8), 8=-805(LC 8) Max Grav2=2018(LC 2), 8=2018(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3731/1345, 3-4=-3377/1238, 4-21=-3103/1189, 5-21=-3103/1189, 5-22=-3103/1189, 6-22=-3103/1189, 6-7=-3377/1238, 7-8=-3731l1345 BOT CHORD 2-14=-1085/3347, 13-14=-1271/4031, 12-13=-1271/4031, 11-12=-1271/4031, 10-11=-1271/4031, 8-1 0=- 1085/3347 WEBS 3-14=-368/212, 4-14=-241/804, 5-14=-1190/397, 5-12=0/288, 5-10= 1190/397, 1 Scale = 1:62.7 Weight: 162 lb FT = 0% Structural wood sheathing directly applied or 3-1-7 oc ptlrlins. Rigid ceiling directly applied or 6-6-5 oc bracing. 1 Row at midpt 5-14, 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 6- 0=-241l804,7-10= 370/212 ,`,�I1111111/��,, NOTES ,`�-n PS A 1) Unbalanced roof live loads have been considered for this design. `,� 0\V` � V 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat.[[; N s''• 9i��s Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4 r .--- ', r •* 3) Provide adequate drainage to prevent water ponding. 3 O 3938 0 - 4) The solid section of the plate is required to be placed over the splice line at joint(s) 13, 11. 5) Plate(s) at joint(s) 13 and 11 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, r '{ 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wile: ti fit between the bottom chord and any other members. ATE :• w 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 805 lb uplift at joint 2 and 805 lb uplift at O ••• �� ; joint 8. o�'.(� . �� '9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r: 1 LOAD CASE(S) Standard .1&/O N All o %%,,��`, FL Cert. 6634 November 13,2013 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ZWTEKREFERENCE PAGE M-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M iYek' 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/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infornalion available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. If southem Pine (SP) lumber is specified, the design values are those effective 05/0112013 by ALSC Tampa, FL 33610-4115 Job russ Truss Type Qty ply Vega Residence T6017491 71533 B1 HIP 2 1 1 Job Reference (optional) .., mu,vo,o nuw ni rvu noiw nh uyaoc 1.35U s Jep 2f LU12 MI I eK Industries, Inc. Wed Nov 13 10:54:51 2013 Pagel I D:vFHKCXEZSCxNVJg RCdLgBuzquXT-61VthX 1 OVixcbxb247dpChGL6558YMjLK_T2cVyJ bA2 2-" 6-10-3 11-0-0 18.0.0 17-1-13 24-0-0 2-0.0 6-10-3 4-1-13 2-0-0 4-1-13 6-10-3 Scale = 1:43.6 4x4 i 4x4 I� 0 3x6 � 3x6 = 3x4 = 3x4 = 3x6 11-0-0 2-0-0 11-0-0 Plate Offsets MY): 12:0-3-0,0-1-81,17:0-3-0,0-1-81 LOADING (psi) SPACING 2-0-0 CSI DEFL in (too) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.28 Vert(LL) -0.20 8-13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.56 Vert(TL) -0.56 8-13 >519 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC201 O/TP 12007 (Matrix-M) Weight: 105lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 7=1138/0-5-8 (min. 0-1-9), 2=1296/0-5-8 (min. 0-1-12) Max Horz 2=206(LC 7) Max Uplift7=-469(LC 8), 2= 624(LC 8) Max Grav7=1317(LC 2), 2=1508(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2366/880, 3-4=-1830/702, 4-5= 1617/686, 5-6= 1831/704, 6-7=-2376/888 BOT CHORD 2-10= 718/2094, 9-10=-718/2087, 8-9=-440/1617, 7-8=-782/2496 WEBS 3-9=-613/335, 4-9=-142/425, 5-8= 153/439, 6-8=-627/346 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; ts49ft; eave=6ft; Cat. II; � ik i lli 111 3) Provide adequate drainage o prevent rwater pond ngber DOL=1.60 plate grip DOL=1.60 ,e`��n�PS A -1 t��e�e 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. -GE • • • • • �e 5) 'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will %� .••\ N S' •• '9 fit between the bottom chord and any other members. ��'� •• \'—•�' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 469 lb uplift at joint 7 and 624 lb uplift at r 3 9 38 joint 2. * ; 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard '0.0 "''5' .0 011\ •"A,C P;•'�=cam, s .0R`, F__F_L Cert. 6634 November 1.3,2013 Q WARNING - Verify design Parameters and READ NOTES ONTEIS AAID INCLUDED AUTEKREPERENCE PAGE MI-7473 EEPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not buss 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 Additional bracing the is the MiTek* erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. ifSautdternPine (SP)lumber isspecified, the design values are thaseef€ective06101%2013byAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Vega Residence T6017492 71533 B2 COMMON 11 1 Job Reference (optional) cnamoers i was mc., ron Maros N. 34an2 7.350 s Sep 27 2012 MI I ek Industries, Inc. Wed Nov 13 10:54:52 2013 Page 1 I DvFHKCXEZSCxNVJgRCdLgBuzquXT-aV3Fvt2OG?3TD5AEer921up WoVT8HgoUZeCb9yyJbA1 -2-0.0 6-9-11 12-0-0 17-2-5 24-0-0 2-0 0 1 6-9-11 5-2-5 5-2-5 6-9-11 Scale = 1:43.1 4x4 = 3x5 = 3x4 = 3x6 = 3x4 = 3x5 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud TCLL 30.0 Plates Increase 1.33 TC 0.28 Vert(LL) -0.10 7-9 >999 360 TCDL 15.0 Lumber Increase 1.33 BC 0.38 Vert(TL) -0.26 7-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(fL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M)i L`IJMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=1138/0-5-8 (min. 0-1-9), 2=1297/0-5-8 (min. 0-1-12) Max Horz2=222(LC 7) Max Uplift6=-468(LC 8), 2= 624(LC 8) Max Grav 6=1 317(LC 2), 2=1508(LC 2) PLATES GRIP MT20 244/190 Weight:105 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 44-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Iv O FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3� 2442/865, 3-4=-2176/848, 4-5=-2188/858, 5-6=-2455/876 BOT CHORD 2-9= 706/2157, 8-9=-403/1488, 7-8=-403/1488, 6-7=-827/2219 WEBS 4-7=-2811773, 5-7=-532/306, 4-9=-266/757, 3-9= 525/300 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. 11; I�� `tJ1111111ji! �I� Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��--pp P.CJ A • .q ��j 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 �N� \V ` • �e �oj fit between the bottom chord and any other members. �� .'C ''•\ C' EN S •''•'� ��i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 lb uplift at joint 6 and 624 lb uplift at �� joint 2. 40 39380 x 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O I FL Cert. 6634 November 13,2013 0 WARNING - Verify design Pararna. and READ NOTES ON THIS AAID INCLUDED WrEKREFERENCE PAGE AMI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stablity during construction is the responsibillity of the Additional bracing the MiTek' erector. permanent of overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPlt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. If Sauthem Pine (51P) lumber is sye6f-ied, the design values are Phase effective a6/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Vega Residence T6017493 71533 B HIP 2 1 1 Job Reference (optional) C;h—bers r russ inc., r on Fierce Fi. uqua4 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed Nov 13 10:54:50 2013 Page 1 ID:vFHKCXEZSCxNVJgRCdLgBuzquXT-e6xUUCOmkOPI_nOs WQ6agTk8zhom py3C6KjU43yJ bA3 -2-10 5-8-12 9-0.0 15-0-0 18-3-4 24-0-0 -71 2-0 0 5-8-12 3-3-4 6 0-0 3--3 5-8-12 US 7x8 Scale = 1:44.7 Iv 0 3X5 !�-' 3x6 = 3x4 = 3x5 = 3x8 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.43 Vert(LL) -0.10 8-13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(TL) -0.31 8-13 >921 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 109 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 7=1138/0-5-8 (min. 0-1-9), 2=1297/0-5-8 (min. 0-1-12) Max Harz 2=173(LC 7) Max Uplift7=-468(LC 8), 2= 624(LC 8) Max Grav7=1317(LC 2), 2=1508(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2475/905, 3-4=-2089/788, 4-17=-1889l764, 5-17=-1889/764, 5-6=-20971795, 6-7=-2492/920 BOT CHORD 2-10=-752/2198, 9-10= 568/1895, 8-9=-568/1895, 7-8— 768/2217 WEBS 3-10=-419/232, 4-10=-87/359, 5-8=-97/383, 6-8=-435/245 Structural wood sheathing directly applied or 4-5-5 oc purlins. Rigid ceiling directly applied or 8-4-10 oc bracing. MiTek 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=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 lb uplift at joint 7 and 624 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PSA,q A� '•\, F.__ Ali 0 ft Jo 39380 * {� Z ATEX\ All sty �R� FL Cert. 6634 November 13,2013 0 WARMING - Verify design p...f. and READ NOTES ONTXIS AND INCLUDED m7EKREPERENCE PAGE 391-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. � Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary tracing to insure stability during construction is the responsibillity of the Additional bracing the Is the the building designer. For MiTek' erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tess Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f 5outhem Fine (SP) lumber is specified, the design values are brave effective 05/01/2013 by ALSC Tampa, FL 33610-4115 Job TrussI russ ype ty ry Vega Residence T6017494 71533 GRA HIP 1 1 Job Reference (optional) t,ubu s bep 2f ZU12 MI1 eK Industries, Inc. Wed Nov 13 10:54:54 2013 Pagel I D:vFHKCXEZSCxNVJq RCdLgBuzquXT-XtA7KZ3HodJASOKdIFBWgJul3J5Blctnl xhiDgyJbA7 2-0-0 4-6.0 7 40 13 5-15 19-10-1 26-4-0 28-9-15 33.4-0 35-4-0 2.0.0 4-6.0 2-6-0 6-5-15 6-4-3 6-5-15 2.6.0 4-6-0 2.0 0 6x10 MT18HS = ISM MT18HS= 3x4 = 6x8 = 3x4 11 5.00 F12 4 22 23 524 25 26 6 7 27 28 29 8 ,._-„ Sx12 MT18HS- 7x8 = 6x1D MT18HS =. 5x10 = 3xio = 6xl0 MT18HS= Scale = 1:62.8 7x8 = 5x12 MT18HS-- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.74 Vert(LL) -0.56 14-15 >718 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.67 Vert(TL) -1.27 14-15 >315 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(rL) 0.27 10 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 212 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except- TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc purlins. 4-6,6-8: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 *Except* be installed during truss erection, in accordance with Stabilizer 4-15,8-14: 2x4 SP M 30 Installation guide. REACTIONS (lb/size) 2=3239/0-5-8 Max Harz 2— 116(LC 6) Max Uplift2=-1553(LC 8), Max Grav2=3756(LC 2), (min. 0-3-2), 10=3239/0-5-8 (min. 0-3-2) 10=-1553(LC 8) 10=3756(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8630/3361, 3-4=-8464/3332, 4-22= 11124/4444, 22-23=-11127/4445, 23-24=-11131/4446,5-24=-11133/4447,5-25=-11119/4437,25-26=-11119/4437, 6-26=-11119/4437,6-7=-11119/4437,7-27=-11126/4441,27-28=-11124/4440, 2829=-11120/4439, 8-29� 11117/4439, 8-9— 8468/3334, 9-10= 8632/3363 BOT CHORD 2-17=-2956/7895, 17-30=-2907l7864, 30-31=-2907/7864, 16-31=-2907/7864, 16-32= 290717864,15-32=-2907/7864,15-33=-4220/11126,33-34=-4220/11126, 34-35=-4220/11126, 14-35=-4220/11126, 14-36=-2910/7868, 13-36=-2910/7868, 13-37=-291017868, 37-38=-2910/7868, 12-38=-2910/7868, 10-12=-2958/7897 WEBS 6169/882, 4365/138 62, 5-15=-1232/661, 7 14=-1193/660, e`%`-,A,PS 8-14=-146l3622, 8-12 9-12 ``�� Q\�',.\ G•E•1V 3 •<eq� r��i� NOTES ` • • 0 39 3 8 0 • 1) Unbalanced roof live loads have been considered for this design. ; �� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. * % -"`�- Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. zt lam ✓ Xx Z 4) All plates are MT20 plates unless otherwise indicated. i :0 • 5 ATE E.' w 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q ••• L(/ w 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 bottom 41 Q;•' _ �� i�C� R the chord and any other members. 7) Provide truss bearing •• \�� ®�� I ss� • • • • • • • •�\ mechanical connection (by others) of to plate capable of withstanding 1553 lb uplift at joint 2 and 1553 lb uplift at 10. `�� oIO�I0 N A; joint 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 November 13,2013 0 WARNING - Verify design p..Iet. and READ NOTES ON THIS AND INCL UDED IMEKREPERENCE PAGE blrl-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the is the MiTek" erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Its. z,t horn Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by AL5C Tampa, FL 33610-4115 Job Truss Truss Type ty Vega Residence T6017494 71533 GRA HIP 7 1 Job Reference o tional i.namoers 7... inc., ron Pierce ri. wsez NOTES 7,350 s Sep 27 2012 MiTek Industries, Inc. Wed Nov 13 10:54:54 2013 Page 2 I D:vFHKCXEZSCxNVJq RCdLgBuzquXT-XtA?KZ3HodJASOKdI FBWgJ ul3J5Blctnl xhiDgyJ bA? 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 378 lb down and 391 lb up at 7-0-0, 140 lb down and 166 lb up at 9-0-12, 140 lb down and 166 lb up at 11-0-12, 140 lb down and 166 lb up at 13-0-12, 140 lb down and 166 lb up at 15-0-12, 140 lb down and 166 lb up at 16-8-0, 140 lb down and 166 lb up at 18-3-4, 140 Ib down and 166 lb up at 20-3-4, 140 lb down and 166 lb up at 22-3-4, and 140 lb down and 166 lb up at 24-3-4, and 438 lb down and 410 lb up at 264-0 on top chord, and 541 lb down and 181 lb up at 7-0-0, 64 lb down and 4 lb up at 9-0-12, 64 lb down and 4 lb up at 11-0-12, 64 lb down and 4 lb up at 13-0-12, 64 lb down and 4 lb up at 15-0-12, 64 lb down and 4 lb up at 16-8-0, 64 lb down and 4 lb up at 18-3-4, 64 lb down and 4 lb up at 20-3.4, 64 lb down and 4 lb up at 22-3-4, and 64 lb down and 4 lb up at 24-3-4, and 541 lb down and 181 lb up at 26-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-75, 4-8=-75, 8-11=-75, 2-10=-20 Concentrated Loads (lb) Vert: 4=-316(B)6=-117(B)8=-316(B)17=-478(B)12= 478(B)22=-1'17(B)23=-117(B)24=-117(B)25=-117(B)26=-117(13)27= 117(13)28=-117(B)29=-117(B)30=-40(B) 31= 40(B)32=-40(B)33=-40(B)34= 40(B)35=-40(B)36=-40(B)37= 40(B)38=-40(B) ee .�. •� G•E•N 3 • e'9 ��i *: o 8 a 5 ATE % ��iE�••LOR��• •fee FL Cert. 6634 November 13,2013 0 WARNING -Verify design parameters and READ NOTES ONTiIIS.AND INCLUDED MITEKREFERENCEPAGE MII-7473 BEFORE USE. Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an individual building component. �A Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If southern Pine (513) lumber is specified, the design values are those effective 06/03/201L3 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Oty Vega Residence T6017495 71533 GRB HIP 2 1 Job Reference (optional) ,ens i russ mc., ron rierce n. oaaoz 1.3b0 S Sep 212012 Mil eK Industries, Inc. Wed Nov 13 10:54:55 2013 Pagel I D:vFHKCXEZSCxNVJq RCdLgBuzquXT-73kNXv4vZwR14YvpJzilNXRsOi04U81xFb RFIHyJbA_ -2-0.0 7-0-0 12-0-0 17-0-0 24-0-0 2-0-0 ' 7-0-0 5-0.0 5-0.0 7-0-0 6x8 2x3 II 18 4 6x8 Scale = 1:44.7 4x8 = 2x3 II 5x8 MT18HS WB= 3x8 = 2x3 II 4x8 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2010/TPI2007 CSI TC 0.99 BC 0.88 WB 0.44 (Matra-M) DEFL in Vert(LL) -0.27 Vert(TL) -0.61 Horz(rL) 0.19 (loc) I/defl L/d 8 >999 360 8-10 >474 240 6 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 104 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except- TOP CHORD Structural wood sheathing directly applied. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-3-10 oc bracing. BOT CHORD 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=2246/0-5-8 (min. 0-3-1), 2=2405/0-5-8 (min. 0-3-5) Max Horz 2=141(LC 7) Max Uplift6=-1017(LC 8), 2= 1174(LC 8) Max Grav6=2600(LC 2), 2=2791(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5604/2187, 3-17= 6036/2463, 17-18=-6036/2463, 4-18=-6036/2463, 4-19=-6036/2463, 19-20= 6036/2463, 5-20= 6036/2463, 5-6— 5618/2199 BOT CHORD 2-10=-1913/5051, 10-21=-1918/5083, 9-21=-1918/5083, 9-22= 1918/5083, 8-22= 1918/5083, 8-23=-1930/5099, 23-24= 1930/5099, 7-24=-1930/5099, 6-7= 1925/5066 WEBS 3-10= 97/649, 3-8=-463/1212, 4-8=-915/508, 5-8=-491/1235, 5-7=-104/658 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=loft; Cat. II; v�� \�'` • •' �e �oj Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 �� •••\ C' E N S •�•.'� �i 3) Provide adequate drainage to prevent water ponding. ••• 4) All plates are MT20 plates unless otherwise indicated. +i3938 Oj s 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilF fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1017 lb uplift at joint 6 and 1174 lb uplift a joint 2. :- ATE : 41 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e O ••• A, 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 438 lb down and 410 lb up at 7-0-0, �� "' � 140 lb down and 166 and 66 lb up at 1 14-11-4, and 378 lb down and 391 lb up atb up at 9-0-12,140 lb down and 166 lb17-0-0 on op chord, up at 11-0-12,140 la do541 lb down wn and 166 land 181 lb up at 7-0-0, 64 lb down b up at 12-11-4, and 140 lb down,,s9/0 AL E�� and 4 lb up at 9-0-12, 64 Ib down and 4 lb up at 11-0-12, 64 lb down and 4 lb up at 12-11-4, and 64 lb down and 4 lb up at 14-11-4, 4, � � o \\� and 541 lb down and 181 lb up at 16-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 November 13,2013 0 PVARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MilEKREPERENCE PAGE Mf r-7473 BEFORE USE. Design valid for use only with MiTek connectors. 41is design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stabiity during construction is the responsbillity of the Additional bracing MiTek' erector. permanent of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Southem Pine ISP} lumber is specified, the design values are those effective 0610112013 by ALSC Tampa, FL 33610-4115 o - I fuss Truss Type ty ply Vega Residence T6017495 71533 GRB HIP 2 1 Job Reference (optional) /.:SOU s Jep;eI ZUI Z MI I eK Inaustrles, Inc. VVec NOV -rU 1 U:b4:bb ZU1:i vage z I D:vFHKCXEZSCxNVJq RCdLgBuzquXT-?3kNXv4vZwR14YvpJzilNXRsOi04U8b(Fb RFIHyJbA-- LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3= 75, 3-5=-75, 5-6=-75, 11-14= 20 Concentrated Loads (lb) Vert: 3=-316(B) 5=-316(B) 10=-478(B)7=-478(B) 17=-117(B)18— 117(13)19= 117(B) 20=-117(13) 21=-40(B)22=-40(B) 23— 40(B) 24=-40(B) %%�O. . . �Ifi0 ��.•'\, d0 39380 r • * � Mr z ATE FL Cert. 6634 November 13,2013 0 WARMNG - Vero design parameters and REdD NOTES ONTIIISAND INCLUDED MITEKREFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss des gner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/LPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnformafion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Southem Pine (SP) lumber is specified, the design values are those effective 06101/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type city ply Vega Residence T6017496 71533 HV12 GABLE 1 1 Job Reference (optional) ..,,a,,,r-i rl— rn. ovee< 1.3S0 s Sep 27 2012 MITeK Industries, Inc. Wed Nov 13 10:54:56 2013 Page 1 ID:vFHKCXEZSCxNVJgRCdLgBuzquXT-TGImIF5XKEZuiiU?tgD vkzAH6gdDgO4UFApHjyJb9z i 2-7-0 5-11-0 9-3.0 11-10-0 2-7-0 3.4-0 3-4-0 2-7-0 Scale = 1:19.4 5.00 12 3x6 = _ 2x3 11 3x6 — 2 3 A t2 6 6 3x4 2X3 If 3x4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC201 D/TP12007 CSI TC 0.44 BC 0.48. WB 0.07 (Matrix) DEFL in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.01 (loc) I/dell L/d n/a 999 n/a 999 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 34 lb FT = 0% DUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 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) 1=268/11-10-0 (min. 0-1-8), 5=268/11-10-0 (min. 0-1-8), 6=449/11-10-0 (min. 0-1-8) Max Harz 1=31(LC 7) Max Uplift1=-123(LC 8), 5=-123(LC 8), 6=-161(LC 8) Max Grav1=313(LC 2), 5=313(LC 2), 6=515(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 521/238, 2-3=-456/236, 3-4=-456/23614-5=-521/238 BOT CHORD 1-6= 194/456, 5-6=-194/456 WEBS 3-6=-384/192 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--3.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. 11; `'1111111 JI Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 o! 11'r" 3) Provide adequate drainage to prevent water ponding. �� -- pp PS A 14 o# 4) Gable requires continuous bottom chord bearing. `�� \V` .••' •"• O// 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. �% .� •••\ C' E N S •••.'9 /i 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. 0 39380 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 1, 123 lb uplift at joint * : • �— '�' and 161 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ATE •<0Rpp, �0ll FL Cert. 6634 November 13,2013 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED INTEKREPERENCE PAGE MI BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer - not taus designer. Bracing shown is for lateral support of individual web members only. Additional temporary tracing to Insure stability during construction is the responsibility of the Additional bracing the is For MiTek` erector. permanent of overall structure the responsibility of the building designer. general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Taus Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. ifSa..PinefSP}lumberisspecified,thedesignvaluesaretheseeffectiveUS/01/2013byALSO Tampa, FL 33610-4115 Job Truss russ yp0 Qtyply Vega Residence T6017497 71533 HV16 GABLE 1 1 1 Job Reference (optional) ,oars 7... inc., non rierce r,. wsee 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed Nov 13 10:54:57 2013 Page 1 ID:vFHKCXEZSCxNVJgRCdLgBuzquXT-xSs8yb695YhlJs2CQOkDSyWMYW FJy8LEjvwMp9yJb9y 6-7-0 9-3-0 15-10-0 6.7-0 2-8-0 6-7-0 3x6 = 2x3 11 3x6 = 3x4 % 10 9 8 3x4 r� E.� rI Scale = 1:26.0 Plate Offsets MY): 13:0-3-0,0-2-41,f5:0-3-0 0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.35, Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 53 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 All bearings 15-10-0. (lb) - Max Harz 1= 97(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 7,9 except 10=-178(LC 8), 8=-178(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 9=336(LC 2), 10=441(LC 13), 8=440(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-9= 259/104, 2-10=-352/194, 6-8=-351/194 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 9 except (jt=lb 10=178,8=178. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 November 13,2013 0 PIARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE b91-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the Additional bracing the For MiTek` erector. permanent of overall structure is the responsibility of the building designer. general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. If Southern Pine (SP} lumber is specified, the design values are thase effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type city ply Vega Residence T6017498 71533 J1 MONO TRUSS 12 1 1 Job Reference (optional) s Truss !no., Fort Pierce Fi. 34982 7.360 s Sep 27 2012 MiTek Industries, Inc. Wed Nov 13 10:54:58 2013 Page 1 I D:v FHKCXEZSCxNVJq RCdLgBuzquXT-PeQ W9x7nsrpcxOdO_5 FS?93STwb8hbXNxZfvLbyJb9x 2-0-0 1-0-0 w 6 Scale = 1:8.3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.65 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 O/TP 12007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=328/0-5-8 (min. 0-1-8), 4=-51/Mechanical, 3=-30/Mechanical Max Harz 2=92(LC 8) Max Uplift2=-303(LC 8), 4=-63(LC 2), 3=-36(LC 2) Max Grav2=391(LC 2), 4=69(LC 8), 3=45(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. 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. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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. 1111111I 4) Refer to girder(s) for truss to truss connections. e�� II S A I.# 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except (jt=1b) 2=303. ,e� �`v` ••.... �e Imo, 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :� �.� •. • �\ G E N SF . r0 93 380_ .ram ATE •�� O �''hs �� N A� �E e;•%% 111 LOAD CASE(S) Standard F—FL Cert. 6634 November 13,2013 A WARMArG - Verify design parameters and READ NOTES ON THIS AND INCL UDED WTEK REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MRek 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 - nottruss designer. Bracing shown �0. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the Additional bracing the Is the the building designer. For M '��. erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Southern Pine ISP) lumber is specked, the design values are these effective 05/03/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply T671533 J3 MONO TRUSS 11 =(optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed Nov 13 10:54:58 2013 Page 1 ID:vFHKCXEZSCxNVJgRCdLgBuzquXT-PeOW9x7nsrpcxOdO_5FS?93STwbyhbXNxZfvLbyJbgx -2-0-0 3-0-0 2.0-0 3-0-0 Scale = 1:12.6 Gnlm f- 14IT-1, 11Tf%=-MA11 „ nef.n f— —....e,. T— t.. ., 3-0-0 Plate Offsets MY): f2:0-0-10,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL TCLL 30.0 Plates Increase 1.33 TC 0.65 Vert(LL) TCDL 15.0 Lumber Increase 1.33 BC 0.10 Vert(TL) BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) BCDL 10.0 Code FBC2010[TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=67/Mechanical, 2=337/0-5-8 (min. 0-1-8), 4=21/Mechanical Max Harz 2=134(LC 8) Max Uplift3=-41(LC 8), 2=-233(LC 8) Max Grav3=85(LC 13), 2=398(LC 2), 4=41(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-283/188 BOT CHORD 2-4=-187/278 in (loc) I/deft Ud PLATES GRIP -0.00 7 >999 360 MT20 244/190 -0.00 4-7 >999 240 0.00 2 n/a n/a Weight: 13 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. 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. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL--1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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. +.%%-p P.s 4) Refer to girder(s) for truss to truss connections. e`%( ` • 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) 3 except (jt=lb) ee '••\ G•E•N S •••.-� i 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O 9 8 0----;. LOAD CASE(S) Standard Mr Z - ATE o FL Cert. 6634 November 13,2013 WARMNG - Verify design parmneters and READ NOTES ON THIS AM) INCLUDED IUIEK REFERENCE PAGE 391 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Southern Pine (513} lumber is specified, the design values are those effective 06/01/201133 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Vega Residence T601750D 71533 J3A MONO TRUSS 1 1 Job Reference (optional) �.naniuers i mss rnc., rOfi f'IelGB I.1. J4yOL 3x4 = 3.0.0 3-0-0 /Q,u s Jep G/'LUlz MI I eK mausines, Inc. Wea NOV 13 1U:b4:bU ZU13 vage 1 I D:vFHKCXEZSCxNVJq RCdLgBuzquXT-tr_uNG7Pd9xTZ9CaYpnhXNbIVKxFQ2nWADPTt2yJb9w Scale = 1:10.9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) -0.00 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.10i Vert(TL) -0.00 3-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20101fP12007 (Matrix-M) Weight: 9lb FT=0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 1=178/0-5-8 (min. 0-1-8), 2=74/Mechanical, 3=19/Mechanical Max Harz 1=64(LC 8) Max Upliftl= 62(LC 8), 2=-55(LC 8) Max Grav 1=206(LC 2), 2=92(LC 13), 3=38(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. 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. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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. 4) Refer to girders) for truss to truss connections. � 1 � � � 1I ��IO 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. ,,�� 6) "Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,%- n P.s A. 0 39380�- sl r �✓ ATE . ON LOAD CASE(S) Standard FL Cert. 6634 November 13,2013 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLIUDED AUTEKREFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with Mirek 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 fuss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the M iTek' 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/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, the design values are those effective [16/0112013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty ply Vega Residence T6017501 71533 J5 MONO TRUSS 11 1 Job Reference (optional) rues m , run nerve, ri. uveoz 1.3bo s cep 27 2012 Mi I ex Industries, Inc. Wed Nov 13 10:54:59 2013 Page 1 ID:vFHKCXEZSCxNVJgRCdLgBuzquXT-tr_uNG7Pd9xTZ9CaYpnhXNbdDKuNQ2nWADPTt2yJb9w 2-0.0 5.0.0 LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) I/dell Ud TCLL 30.0 Plates Increase 1.33 TC 0.65 Vert(LL) -0.01 4-7 >999 360 TCDL 15.0 Lumber Increase 1.33 BC 0.28 Vert(rL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TDP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=1 31 /Mechanical, 2=441/0-5-8 (min. 0-1-8), 4=44/Mechanical Max Harz 2=179(LC 8) Max Uplift3=-90(LC 8), 2=-258(LC 8) Max Grav3=163(LC 13), 2=517(LC 2), 4=74(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-313/63 BOT CHORD 2-4=-143/414 Scale = 1:16.7 PLATES GRIP MT20 244/190 Weight: 19lb FT=O% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. 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. NOTES 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=49ft; eave=6ft; Cat. Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 wil 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 bearing plate capable of Withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=258. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t `,`�/1/IIIII//III°I %%O�p,S A q<e'0 �6 3 39 80 W, • �- * , fir ATE ►►nnl►► FL Cert. 6634 November 13,2013 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NI7EKREPERENCE PAGE A f7-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the bracing M!Tek" erector. Additional permanent of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPll Quality Criteria, DSB=89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Sauthem Pine (SP} lumber is specified, the design values are those effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type city P Vega Residence T6017502 71533 J5A MONO TRUSS 1 1 Job Reference (optional) 5-0-0 3x4 = /.Jou s Sep z/ zul z ml I eK maustries, mc, well NOv 13 1 a:bb:UU ZU13 rage 1 I D:vFHKCXEZSCxNVJg RCdLgBuzquXT-L1 YGac8l OT3KBJnn6W Iw4a8gaj E79V 1 g Pt8000yJb9v Scale = 1:15.1 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) -0.02 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) -0.05 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER BRACING T-OP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=275/0-5-8 (min. 0-1-8), 2=136/Mechanical, 3=50/Mechanical Max Harz 1=108(LC 8) Max Upliftl=-94(LC 8), 2=-96(LC 8) Max Grav1=318(LC 2), 2=169(LC 13), 3=77(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 711/284 BOT CHORD 1-3=-430/909 NOTES 1) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL--12psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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. 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) 1, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� . •.•�\ G•E N S'-•.9j1 �1. LOAD CASE(S) Standard 39380 MIZ ATEZu i��res n� FL Cert. 6634 November 13,2013 Q WARMNG - Verify design pa wneters and READ NOTES ONTHIS AND INCLUDED MITEKREPERENCE PAGE AW-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parametersshown, and is for an individual budding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the For MiTek' erector. permanent of the overall structure Is responslbility, of The building designer. general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. if Southern Pine ISP) lumber is specified, the design values are those effective 06/0112013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Oty Vega Residence �23 T6017503 71533 J7 MONO TRUSS 1 Job Reference (optional) �.nanronrs i russ mc., ro" rierce ri. agvo4 /.35u a Sep 2/ 2"12 MI I eK Inaust nes, Ine. Wed NOV 13 10:55:00 2013 Page 1 I D:vFHKCXEZSCxNVJq RCdLgBuzquXT-L1 YGac81 OT3KBJnn6W Iw4a8t RIgk9V1 gPt8000yJbgv 2-0-0 17-0-0 LOADING (psi) SPACING 2-0-0 CSI TCLL 30.0 Plates Increase 1.33 TC 0.37 TCDL 15.0 Lumber Increase 1.33 BC 0.59 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC201 OfTP 12007 (Matrix-M) LIUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=192/Mechanical, 2=553/0-5-8 (min. 0-1-8), 4=60/Mechanical Max Horz 2=223(LC 8) Max Uplift3— 135(LC 8), 2=-294(LC 8) Max Grav3=239(LC 13), 2=647(LC 2), 4=104(LC 3) Scale = 1:20.7 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.06 4-7 >999 360 MT20 244/190 Vert(TL) -0.16 4-7 >500 240 Horz(rL) 0.01 2 n/a n/a Weight: 25 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1121/282 BOT CHORD 2-4=-408/1304 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ,' lilt, 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 �� I�� ` A• fit between the bottom chord and any other members. 4) Refer to for truss to truss �e 6` pp p,S q �j • girder(s) connections. ♦�� `v` . 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) except 0=11b) 3=135, ♦e .•\ Cr E N , '-•.'9 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 8 0 �� LOAD CASE(S) Standard (r :" a ATE ' 4/ • ��iE�••L0R�p• ell O N M- �;-,%N , ►r111111 FL Cert. 6634 November 13,2013 0 WARNING - Verify design parameters and READ N07ES ON THIS AND INCLUDED M77EKREFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual balding component. MR, of design parameters and proper incorporation of component is responsibility of building designer - not thus designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Sauthem Pine (SP} lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type city Vega Residence T6017504 71533 KJ7 MONO TRUSS 6 1 Job Reference (optional) .n �uiiivvia , ivaa ui -, ru„ rin,w ri. avaoe /JibV S pep "L!'LUl'L MI I BK InaUstnes, inc. Wetl NOV 73 10:bS:01 2013 Page 7 I D:vFHKCXEZSCxNVJq RCdLgBuzquXT-gD5foy9g9mCBoTMzf Ep9cohOQ7biusxpeXuaywyJ b9u i-2-9-15 5-8-3 9-10-1 2-9-15 5-8-3 4-1-14 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC201 O/TP 12007 Scale: 1/2'=1' 5-8-3 9-10-1 5-8-3 4-1-14 CSI DEFL TC 0.48 Vert(LL) BC 0.23 Vert(TL) WB 0.41 Horz(TL) (Matra-M) REACTIONS (lb/size) 4=273/Mechanical, 2=613/0-7-12 (min. 0-1-8), 5=458/Mechanical Max Harz 2=261(LC 8) Max Uplift4=-193(LC 8), 2=-340(LC 8), 5=-157(LC 8) Max Grav4=346(LC 13), 2=719(LC 2), 5=527(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1064/229 BOT CHORD ' 2-6=-384/1013, 5-6=-384/1013 WEBS 3-5=-1108/420 in (loc) I/defl Ud PLATES GRIP -0.02 6 >999 360 MT20 244/190 -0.05 5-6 >999 240 0.01 5 n/a n/a Weight: 42 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL--3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 This le41 2) truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • �,`I111111/I i�A 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 �` 'A PCJ ,q fit between the bottom • ........ �e Imo, chord and any other members. 4) Refer to girder(s) for truss to truss connections. ,�% O� • �� •••\ G E N S•�•. e 5 Provide mechanical connection b others of truss to bearinglate able of withstanding100 lb uplift at joint(s)except lb) 4=193, r �' 2=340, 5=157. d 393800 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) 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 '� ;Mr .. 1) Regular: Lumber Increase=1.33, Plate Increase=1.33-`` Uniform Loads (plf) SAT E i 0 �'. Vert: 1-2=-75 Trapezoidal Loads �� • TL 1 Q •� %%%� R '�O p38 7=0 F=10, B=10 -to-5= 49 F--15, B=-15 Vert:20 F B=38-to-4=-185 F=-55, B=-55 , , N AL ��/11111111��, FL Cert. 6634 November 13,2013 0 WARNING - 9ej& design parmnete and REAL) NOTES ONTHIS AND IF7cLmED mriFKREFERENCE PAGE 161-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responvbility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandra, VA 22314. 1t Southern Pine f 5P} lumber is specified, the design values are those effective Ob/Oil/20Il3 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty PTY Vega Residence 71533 V20 VALLEY 1 1 7��] Job Reference (optional) unamaers I Russ Inc., tort Pierce t•1. 34902 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed Nov 13 10:55:01 2013 Page 1 I D:vFHKCXEZSCxNVJgRCdLgBuzquXT-gD5foy9g9mCBoTMzf Ep9cohxv7YEtlxnpeXuaywyJ b9u 10.0-0 20-0.0 10.0-0 10-0-0 Scale = 1:32.3 4x4 = 3x4 i�-- 9 8 7 6 3x4 2x3 11 3x6 = 2x3 11 2x3 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC201O/T'P12007 CSI TIC 0.77 BC 0.39 WB 0.10 (Matrix) DEFL in Vert(LL) n/a Vert(TL) n/a Horz(fL) 0.00 (loc) I/dell Ud n/a 999 n/a 999 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 71lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS All bearings 20-0-0. (lb) - Max Horz 1=-153(LC 6) Max Uplift All uplift 100 lb or less at joint(s)1, 5, 7 except 9=-281(LC 8), 6=-281(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=294(LC 2), 9=653(LC 13), 6=653(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9= 522/299, 4-6=-522/299 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. ' 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will A 0, fit between the bottom chord and any other members. 6) Provide �` wp PCJ • ,q mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 5, 7 except (jt=lb) �% 0\V •••\�•E•N S' •� �i 9=28116=281. "Semi �� . .q 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard = 4-0 39380 ► s n a:4 .► �� ATE jo N A' %. 11 FL Cert. 6634 November 13,2013 0 WBRAIING - Verify design Parcuneters and READ NOTES ONTHIS AAM INCLUDED 1VI =REFERENCE P.AGE MII-7473 BEFORE USE. Design valid for use only with M7ek 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 - nottruss 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 Additional bracing the is the MiTek` erector. permanent of overall structure responsibility of The building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Southern Pine (SP} lumber is specified, the design values are those effective 05/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Vega Residence T6017506 71533 V24 GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Wed Nov 13 10:55:02 2013 Page 1 ID:vFHKCX EZSCxNVJgRCdLgBuzquXT-IOf 1 ? IAlw4K20dx9DxKO9?DEIXyJdMUzsBd7UNyJb9t 12-0-0 24-0-0 12-0.0 12-0-0 Scale = 1:38.8 4x5 = 3x4 9 8 7 6 3x4 2x3 11 3x6 = 2x3 11 2x3 11 24-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC201 O/TP 12007 (Matra) Weight: 84 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS All bearings 24-0-0. (Ib) - Max Horz 1=-186(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 9=-326(LC 8), 6=-326(LC 8) Max Grav All reactions 250 lb or less at joint(s)1, 5 except 7=556(LC 2), 9=756(LC 13), 6=755(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-444/131, 2-9=-618/354, 4-6=-618/354 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. ►►► ► �` 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,�► A II lei fit between the bottom chord and any other members. �� - A PS ,q 6 Provide mechanical connection b others of truss to bearing late able of withstanding 100 lb uplift at joints 1, 5, 7 except Ib �, \V ` • • • • "• (Y ) 9 P capable 9 P 1 () P lJt= ) `� Q G E N e 9=326, 6=326. � � •• \ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ••• LOAD CASE(S) Standard 0 0 3938j. r � 4 �.� • v ATE a � 0 °; 's jo N Al. FL Cert. 6634 November 13,2013 0 WARNING - Verify design parameters and READ NOTES ONTAIs AND iNcLUDED m rEKREFERENCE PAGE B7I7-7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f5outhern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610-4115 Job Truss russ ype Qty ply Vega Residence • T6017507 71533 V28 GABLE 1 1 Job Reference (optional) 1-1 rl— Fl. 0+=04 r.-oav s aep ei euie Mi i eK inausmes, mc. vvea Nov is iu:aa:ua zui;3 rage i I D:vFHKCXEZSCxNVJgRCdLgBuzquXT-mcDPDeAwhOSv2nW MnerdiDm LwxHtMpA65rNgOpyJ b9s 14-0-0 28-0-0 14-0-0 14-0-0 Scale = 1:45.3 4x5 = 3x4 8 9 7 10 6 3x4 2x3 11 5x6 = 2x3 11 Plate Offsets (X,Y): (7:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.48! Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 HOrz(fL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:101 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 All bearings 28-0-0. (lb) - Max Horz 1� 218(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-108(LC 8), 5=-108(LC 8), 8=-396(LC 8), 6=-396(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 1=334(LC 2), 5=334(LC 2), 7=626(LC 13), 8=953(LC 13), 6=953(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-387/7312-8=-738/424, 4-6=-738/424 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 t1111111//1 3) Gable requires continuous bottom chord bearing. 0 �� A I� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ° 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��` �\v` • • • Le °�j fit between the bottom chord and any other members, with BCDL=10.Opsf. %% .� •••\`'ENS • �•.'� �i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except @=1b) 1=10�� - , 5=108, 8=396, 6=396. 0 3 9 3 8 Q 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ;'z .• ATE 1 ss 1� N AL �, .,`�� //111I W FL Cert. 6634 November 13,2013 A WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEKREFERENCE PAGE iIgI.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown iVY1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the Is the the building designer. For MiTek' erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandria, VA 22314. If southern Pine (SP) lumber is specified, the design values are these effective 06101/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type city ply Vega Residence T6017508 71533 V32 GABLE 1 1 1 Job Reference (optional) cnamoers i russ inc., Ton Tierce ri. a49eZ Tabu s sep Zr zut z M11 eK inausmes, inc. wea Nov ra i u:oo:u4 zui;j rage i ID:vFHKCXEZSCxNVJgRCdLgBuzquXT-EonnQ_BYRhamfx5YLMMsEQJY1LcQ5EdFKV6EZFyJb9r 16-0-0 32-0-0 16-0-0 16-0-0 4x5 = 5.00 12 Scale = 1:52.5 3x4 i�- _ _ 3x4 US = 32-0-0 32-0-0 Plate Offsets MY): f12:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plates Increase 1.33 TO 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.23' Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.35 HOrz(fL) 0.00 9 n/a n/a BCDL 10.0 Code FBC201OffP12007 (Matrix) Weight: 120 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 All bearings 32-0-0. (lb) - Max Harz 1=-251(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 12, 9 except 13= 320(LC 8), 14=-247(LC 8), 11=-320(LC 8), 10= 247(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 12=724(LC 13), 13=830(LC 13), 14=564(LC 13), 11=829(LC 14), 10=564(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-12=442/79, 4-13=-619/357, 2-14=-472/277, 6-11=-618/357, 8-10=-472/277 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=49ft; eave=6ft; Cat. II; `�,111111/a� Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. %% �\v 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E•N g -9 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 o r`�.,.--�--"-" fit between the bottom chord and any other members, with BCDL = 10.Opsf. 0 3 9 3 $ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 12, 9 except (jt=11& * : = 13=320,14=247,11=320,10=247. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .O SAT E �',;-0/OE% 111 FL Cert. 6634 November 13,2013 0 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED AffTEKREPERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. OF Applicability of design parameters and proper incorporation of component is responsibility of building designer - not taus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 31Z Alexandria VA 22314. ifSovthern Pine JSP) lumberisspeci ied, the design values are those effective OG/03/2013 byALSC Tampa, FL 33610-4115 Symbols Numbering System ® General Safety Notes 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. 0'r/1 gr M For 4 x 2 orientation, locate plates 0-1i,4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 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. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS 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 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek@ All Rights Reserved ®i W1 0 MiTek 8 MiTek Engineering Reference Sheet: MII-7473 rev, 02/26/2013 Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered, 3. Never exceed the design loading shown and never stack materials on inadequately braced 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 protected from the environment in accord with ANSI/TPI 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. I l .-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 purlins 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. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.