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HomeMy WebLinkAboutTruss Focus Homes` A ( Focus .Homes , Focus Homes 4005 Maronda Way Sanford' FL 32771 (407) 302-9877 Fax (407) •688-8522 Engineer/Architect of Record: Carl Brown P.E. 268 Southhall Lane,,Suite 200: Maitland, F .32751 FL PE # 56126 Engineer/Architect of Record: Luis Pablo Torres P.E. 268 Southhall Lane, Suite,200 Maitland, FL 32761 FL PE # 87864 "Engineer/Architect of Record:•, .`:,I Scott A Lewkowskl P.E. 258 Southhall Lane, Suite 200 Maitland, FL 32751 FL PE # 78760 Design Criteria: ;TPI..' Design: Matrix Analysis MiTek software PLAN JOB:# ;LOT 2692 'A' i KI This. structure -was designed in accordance with, and meets the requirements ;f TPI standards and the FLORIDA BUILDING CODE 7TH EDITION (2020) for 160 M.P.H. Wind Zone. Exposure C :i ,Truss loading is in accordance with ASCE 7-16. These trusses are designed for an enclosed building. With'risk category ll: .The Truss Engineering package for the above referenced site was generated by the Truss Designer/Architect/MiTek. 1, the Delegated Truss Engineer for the. above referenced lot Have reviewed the package and confirmed that it matches the physical and structural Parameters found on the set 0fpermit drawings. Truss.ID. Run Date Drawing Truss ID Run Date' Drawing Reviewed No. of Eng. Reviewed Dw s: avnut . 11/19/9n, • Rnnf I nads- ADDRESS DIVISUB MODEL 49 [HIP !TRUSS •2008.TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf 2011• 02/09/09 12/07/09• 02/09/09'Total 33.0 psf 2014 DurFac- Lbr: 1.25 DurFac-Plt: 1.25 O.C. Spacing: 24.0" '11/12/20: �11/12/20:` .H4413F 11/12/20 I Floor Loads- FF 11/12/20 - H4415F 11/12/20 C Live: 40.0 psf TIC Dead: 10.0 psf BC Live: 0.0 psf ' BC Dead: 5.0 psf H4417F 91/12/20' - H4419F 11/12/20, HGR4409F 11/12/20; FLOORS J14F 11/12/20 LAYOUT 11/12/20 Total 55.0 psf J34F 11/12/20. - FA-. 11/12/20 DurFac- br: 1.00 DurFao- Plt: 1.00 O.C. Spacing: 24.0" ' J54F 11/12/20: FB 11/12/20 J74F 11/12/20; FC 11/12/20 J94F 11/12/20' FD 11/12/20 JGR94F 11/12/20 l VJURC a16.0001b,,/lftll LOAD 0.004.B D '2ALL PRESSURFORMATIONES WERE CALCULATED USIINGSED ON 160.0 MPH �CUS 4— E OL .25' MWFRS/C-C HYBRID WIND ASCE 7-16. O .1 CING IND 160.0 MPH Vas = 24'00 Ch ENGINEERING AND BCS2. PROVIDE TRUSS ING03ER TRUSS uO M E S' TRUSS PLACEMENT PLAN' -! cu EL CUSTOMER: -FOCUS HOMES MODEL: 2692, - ELEVATION: A BASE DRAWN BY: M: Nuben ' RELEASE DATE: 11/12/2020 GARAGE: -RIGHT o w U) P IF 13, Sl rn T 9.01,lay. 910, r LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL U- LL VLL i 14F Jt 34F 3 5 154F 174F HGR44OMPLY - J7 - -H4413F - H4415F - -H4417F - H4419F -- /2". H4419F 1 ' - H4417F H4415F H4413F H4411F .HGR4409F ypLy 174F _ J7 154F 134F 114F JS J3 A go" q p 10, 0„ gal ' QIF 0 ENGINEERING ASSOCIATES ' 258 Southhall Lane, Suite 200 A Maitland, FL 32751 0:321-972-D491 R 407-880-2304 Certificate Of Authorization No. 9161 i 4F �` ❑ CARLA.BRO 4REjt-5l41�`jj126 ❑ L_ PAIL•- ' - �'B�}ES, ❑ SCO C•RA L9k6WSkl • - �oP J 4F o ...` •`G 4 - 4F ZD w \CO r 4F m r r ..•. '� a .'.0�, . A ,. O . � Fi_���..°°._mil. ii R\.•`/. .its A G�A)ftj N� OD� RTHIEA BUISDING CES Z ' STRUCTURAUPORTI N OF THIS DRAWING. M W U) U) o I— W Q FLORIDA: W IF THIS STRUCTURE WAS DESIGNED IN - ACCORDANCE AND MEETS THE IF o REQUIREMENTS OF SECTION R301 OF THE I— _ FLORIDA BUILDING CODE I7th EDITION O (2020): RESIDENTIAL. ALL CONNECTORS IF HAVE BEEN CHECKED TO WITHSTAND ALL Z APPLICABLE LOADS AND DESIGN CRITERIA Oo W- STATED ON THE COVER SHEET. DEFINITIONS } MWF = MAIN WIND ^ ONENTS AND CLADDING C&C COMPONENTS LL TOB = TOP OF BEARING O TO = TOP CHORD BC = BOTTOM CHORD U. = LIVE LOAD DL = DEAD LOAD „I psf = POUNDS PER SQUARE FOOT # = POUNDS LOADS PER.FBC & FRC .411 0� " _• •NON -CONCURRENT BC LL 10psf CONCURRENT BC STORAGE LL'20 psf t, SHEET.. TR1 t=6 V 'p fA FLOOR TRUSS PLACEMENT -PLAN d4, ITEM DESCRIPTION 4- RIM BOARD 1-118"X 16"RIM BOARD cus 0 FA-FH 16" WOOD TRUSS Q u ATE C IENT DOR c . L CUSTOMER- FOCUS HOMES MODEL:-2692 4G FOR ELEVATION: FLOOR w- DRAWN BY: M. Nuben RELEASE DATE: 11/12/2026 GARAGE: RIGHT LINES 17,til U) m z -FIC3 S I 0 NGINEERING ASSOCIATES :,,46-a- 9, E258 Southhall Lane, Suite 200 A MaiUand, FL 32751 0: 321,972-0491. , F: 407-880-2304 Certificate Of Authorization No. 9161 11 CARLA. BF QWN)PAI Ll m 11 LUIS PAP bIt bPEPA E3 sc�,*,A: L 's -REi F' o KI Z7 'Tl 0 0111- U A* t BUILDING CODE SIGNED AND -SEALED FOR THE z STRUCTURAL PORTION OF THIS DRAWING. Z) U) co 0 E 3 11Z U) 0 w FLORIDA: c/) THIS STRUCTURE WAS DESIGNED IN 0 ACCORDANCE AND MEETS THE REQUIREMENTS OF SECTION R301 OF THE FLORIDA BUILDING CODE 7th EDITION 0 (2020): RESIDENTIAL. ALL CONNECTORS z HAVE BEEN CHECKED TO WITHSTAND ALL APPLICABLE LOADS AND DESIGN CRITERIA 0 STATED IN THE'COWR SHEET. DEFINITIONS Tom MWF = MAIN WIND FORCE C&C = COMPONENTS AND CLADDING TOB = TOP OF BEARING 0 TC = TOP CHORD BC = BOTTOM CHORD . FPO LL =UVE LOAD A-, DL DEAD LOAD ps! POUNDS PER SQUARE FOOT 9 = POUNDS LOADS PER,FBC & FIRC 0 NON -CONCURRENT BC LL 10psf CONCURRENT BC STORAGE LL 20 Psf a. -SHEET.- er O'BSITE PACKAGE IMPORTANT DOCUMENTS ENCLOSED PLEASE REVIEW AWARNING: The handling, storing, installing, restraining and diagonal bracing of structural building compo- nents requires specialized training, clearly implemented procedures, and careful planning and communication among the contrac- tor, crane.6perator and installation crew.' Handling and installing cbmponents' without -appropriate training, planning and commu- nication greatly•lncreases the probability of an accident resulting in property damage, serious personal injury and/or death. Prior to component installation, the documents should be examined and disseminated to all appropriate personnel, in addition to -.--proper training.and a clear" understanding of the installation plan, any applicable fall protection requirements, and the intended restraint and bracing requirements. Trusses with clear spans of 60 feet or greater in length are very dangerous to install and may require'complex temporary and permanent bracing. Please consult a Registered Design Professional. Examine the building, 'the- building's structural framing system, bearing locations and related installation conditions. Begin component installation only after any unsatisfactory conditions have been corrected. Do not cut, modify or repair components. Report any damage -before installation. The enclosed documents are offered as minimum guidelines only. Nothing contained in this jobsite package should be construed in any manner as- expanding the scope of responsibility of, or imposing any additional liabilities on, the component manufacturer. A'DVERTENCIM Ei manejo, almacenamiento, instalaci6n, restriccOn y arriostre diagonal de componentes estructurales de construccOn requieren entrenamiento especializada, procedimientos claramente implementados y planificaron y comunicacl6n claaa entre el contratista, operador de gtiSa, y Jos obreros de instalacion. El manejar a instalar los componentes sin entrenamiento surrciente, planificaci6n y comunicad6n adecuadas aumenta la probabilidad de un accidente que resulta en dareo a propiedad, hedda seria o muerte. Antes de la instalacOn de componentes, Jos documentos adjuntos deben ser examinados y difundidos a todo el personal apro- piado, ademas del entrenamiento pertinente y un; claro entendimiento del plan de instalacion, de todo requisito aplicable de la proteccOn contra la caida y de los requisitos previstos de arriostre y restriod6n. La Instalact6n de trusses can tramps despejados y mas de 60 pies de largo es muy peligrosa y puede requiere el arriostre temporal y permanente complejo. Por favor, consulte a un Professonal de Disen"o Registrado. Examine la estmctura, el sistema arm&& estructural de edifido, ubicaciones de soporte alas conditions de instalacOn- cor respondientes y comenzar con la instalacion de los�componentes solo despues de haber corregido toda condicOn insatisfactoria. No torte,' modifrque ni repare Jos componentes y informe cualquler dano descublerto antes de proceder a la instalacion. Los documentos adjuntos-se ofrecen solamente Como directrices minimas. Nada de Jo incluldo en este paquete debe interp- retarse de manera. que, exceda el alcance de la responsabilidad del fabricante de componentes, ni en forma tal que Jmponga responsabilidades adicionales sobre este. w To view'a non -printing PDF of this document, visit THe text -appearing. below has. been paraphrased and, reproduced, from : ANSI/TPI 1-2007, Chapter. 2,. with permission from -.the publisher, the. Truss Plate �° ' :Institute (TPI) (www.tloinst.oral: For reference, .the numbers- in parentheses, refer...to.,. ;spe.cifc-ANSI/TPI 1 sections: Refer'to ANSI/TPI 1 Chapter':24or complete text,and . . "defnitions. For information,on.design'.respon'sibilities-contact your. Component!-, 'Manufacturer or SBCA at_'608/274-4849 or.www.sb'cindustry.com. CONSTRUCTION The Contractor shall not proceed with the truss installation,until.the-Truss Submittal Package has been reviewed by the Building Designer (2.3.4.3/2.4 4.3). 4BuildingDesignershallreviewtheTrussSubmittal Packageforcompatibilitywith'the building desigm-Allsuch submittals shall includeanotation 'indicating . •that they have been reviewed and whether or not they have been found to be, in general conformance with the design'of„the building (2.3.2:3/2.4.2.3). , The method of Permanent Individual Truss Member , Restraint/Biacirig : and `,the. method, :of ;anchoring or restraining 'to prevent lateral move:, merit of'all truss members'acting' together a's a'system shall be';accomplishdd .by: (a)..standard in Lateral Restraint,'and Diagonal,. Bracing details in accordance with BCSI=B3 and/or 'BCSI-137 (2.3.311/2:4.3,1.1), (b). Permanent Individual Truss Member., Restraint shall be, permitted:.. to . be replaced ,with, reinforcement, designed:,. to prevents -buckling ,(e.g., buckling, reinforcement by,,T-reinforcement, or L=rein= ; forcemeat;` -proprietary reinforcement; etc.) (2.3:31.2/2:4.3:1.2),, or a -project specific truss, member permanent-` lateral restraint/Ibtac- Ing design for the roof or floor Framing Structural System ,shall ,be or to be, specified by. any Building, Designer"(2.3.3.1.3/2.4.3.1:3).. The method of Permanent Individual Truss Member Restralnt:and Diagonal Bracing for the truss top chord, bottom chord, and, web members shall be permitted to be specified by any Building Designer (2.3.3.2/2.4.3.2). If a •specific truss member permanent bracing 'design.for, the roof,or floor Framing Structural System\ls not provided by the Owner or any Building Designer, the method of Permanent : Individual truss,Member Restraint and Diagonal Bracing "for the truss top, chord,, bottom chord; and web members shall be. in accordance with BCSI-B8,,or BCSI-67V'(2:3.3.3/2.4.3.3). The Contractor is responsible for the construction means, methods, techniques, sequences, procedures, programs, and safety in connection with the receipt, storage, handling, installation, restraining, and bracing of the trusses (2.3.4.4/2.4.4.4). The Contractor ,shall ensure,;that the -,build- , Ing support conditions are of sufficient strength and stability to accommodate the loads applied during the truss installation process. Truss instal lation shall comply- with installation tolerances. shown in BCSI-91. Temporary Installation Restraint/Bracing for the truss system and the permanent truss system Lateral Restraint and Diagonal Bracing for the completed building and any,other construction work`related directly or indirectly to the trusses shall be installed: by the Contactor in accordance with the`Construction Documents and/or the Truss ,Submittal. Package (2.3.4.5/2.4.4.5) The Contractor shall examine the trusses delivered to the'job site and after the trusses are erected- and installed -for dislodged or missing, connectors, cracked, dislodged or -broken members; or any other.damage that may impair the strucbiral integrity of the truss(2.3.4.6-2.3.4J/2.4.4.6-2.4.4.7).' In the event that damage to a truss is discovered that would likely impair the structural'integrity of the truss,`the Contractor shall ensure that the truss not be erected..or that -any area within the building supported by any such truss already: erected shall be appropriatelyshored or supported'to prevent further damage from occurring and shall remain clear�and free of any, load imposed'by people, plumbing, electrical, mechanical, bridging, bracing, etc. until field repairs Have. been properly completed..(2.3.4.8/2.4.4.8). In the event of damage, the Contractor shall contact the Truss Manufacturer - to determine.an,-adequate field repair:.and construct.the,flad repair in accordance with'the writtei instructions and details.'provided'by any Registered Design Professional (2.3.4.9/2.4.4.9). • S-- Where required by the Construction Documents or Contract, Legal Requlrements•or the Building Official, the-Tr'uss Manufacturer shall, provide the appropriate Truss Submittal Package, including the Truss Design Drawings, a Truss Placement Diagram,. and the. required Permanent Individual Truss Member Restraint -and the method to be used (2.3.6.5/2.4.6.5).to one or.more.of the following: Building Official;, Building Designer and/or Contractor, for review and/or approval (2.3.6.7/2.4:6.7). The "Russ Manufacturer shall also.be allowed to provide detail drawings to the Contractor to document special application conditions (2.3.6.6/2.4.6.6): , The Truss Placement Diagram''ide'ntlfies-the assumed• location for each indiVidually.designated truss and references the corresponding Truss Design"! Drawing. The Truss,Placement Diagram shall be permitted.to include identifying;inarks for other products including Structural :Elements, so that they, may be more easily identified by the Contractor during field erection (2.3.6:4/2.4.6.4).,When the Truss PlacementDRagram serves only as a guide for.' truss installation, it does not require the seal of the Truss Design Engineer (2.3.5.4/2:3.6.4/2.4.5:3).. .,'.In preparing the Truss; Submittal Package, the Truss Manufacturer shall be permitted torely on'the accuracy and completeness of information furnished in the Construction Documents or -otherwise furnished In writing by the Building, Designer -and/or Contractor (2.3:6.8/2.4.6.8).`- The Truss Manufacturer shall detei•mine"the fabrication' tolerance to be used in t6'6ss design (2:3.6.9/2.4.6.9)-'and manufacture the, trusses inr ;,i accordance with the final Truss Design Drawings,'using,the quality criteria xequired by ANSI/TPI 1-2007, (2.3.6.10/2.4.6.10). Structural, Buildings Components Association SaC,ry . 608/274-4849 i.sbcindustrycom' ' Copyright ©.2003-2013.-:_.`;_ t t ]obsiteC5130318 General Notes . �Nofas Genera/es Trusses are not marked in any way to identify the ' -Los ;trusses no estdn marcados de ning6n.modo ;que frequency or location of temporary lateral restraint `' idei,fifique is trecuenda-o local¢ad6n de'resM6d6n and diagonal bracing. Follow the recommendations ,,.lateral , y awastre ,dlagonal tempomles. Use , las for handling, Installing and temporary restralnind - recomendadones de •manejo, lnsfalad6n, restdcd6n and bracing. of trusses. Refer to BCSI - Guide to y arriosUe temporal. de los. Wsses. Vea el folleto s Good Practice for Handlirie Installing Restraining: Gula de Buena Prddlra'�vara el Manelo. Instalad6n. & Brecine of Metal Plate Connected Wood T Restriccida v Ariostre do los Trusses de Modem . Trusses"• for more detailed infomiatlon. '' Conectados con Plods •de McWaW pars lnfoimad6n Truss Design Drawings may'specify locations of mSsdetallada. permanent lateral restraint or reinforcement for Los dibujos de dfserio de Jos trusses pueden espeaficar Individual truss members. Refer to the BCSI-B3"' las .localrzadones de. restriccOn lateral permanents o for more Information. All other permanent bracing refuerzo an los mlembros Individuales del truss. Vea desigq.Is the responsibility ofthe building designer. 0 hoja resun2n turfs urhnnac 6n. Et roto de los viie4asl ae Ardostras permamnies son la ' respor sob L'dM.ce! Jtserfadordef edlAdo = -` a WARNING,The consequences of improper handling,erecting, Installing, reskalnin 9, 9, g', a'5 and bracing can result In a collapse of the structure, or worse, serious personal irjtiry or death. iADVERTENCIA1.El resultadouc P,t w—cyu, levantamiento, instalacift restriccf611 yaui$vue Incorrecto puede ser to ca/do de la astrlrctum o a6n peon, heddos o muertos.. AGaUMOM Exercise care when remov- Ing banding and handling trusses to avoid damaging trusses and prevent Injury. Wear personal protective equipment for the eyes, feet, hands and head when workng with trusses. Mice cautela at quilar las atoduras o los pedalos de metal de sujetar para evftar dano a los hussesy prevenir to herida personal.' Lleve at equipo protectivo personal Para ojos, pies, mans y cab&a cuando trabaja con trusses. MUM Avoid lateral bending. Evfte la fiexl6n lateral. IMMIM The contractor is responsible for property receiving, , unloading and storing the tosses at the jobsitr. Unload trusses to seloottI surhfce to prevent damage. ' El conralisla time la responsabililad de recibk. descttgar y obracenar adecuadmienle ins mrssts'an In obra. Descarque Ids trusses en fa, Ilerra �,sn yarn prevRnfr nJ da6n -• ' k fit'' 'F�•:�.is::: ., '•'N-.. Y. `+•SLR"x;L:ic::..'� :f>. Wpm A c6=10;1 Use . special carein windy weather or near power lines and airports. Hoisting: and Placement of Truss Bundles Recomendaciones Para Levantar Paquotes de Trusses DON'T overload the crane.' ;NO sobrucargue la'gr6a. NEVER use banding to lift a bundle. NUNCA use les ateduras pars lavanfer un paquele. Q Asingle lift paint maybe used for bundles of 'top chord pitch trusses up to 45'.(T3.7 m) and ,:,r*C<x`•`'` parallel chord trusses up to 30' (9.1 in). Use at least two lift points for bundles of top . chord pitch trusses up to 60' (18.3 m) and pardl- A rs;;;•O.W(: iv ne) rim hverlrud a iT nrlino .191 chord trusses up to 45' (13.7 m). Use at least . structure with truss bundle. threedlt points for bundles of top chord pitch , trusses >60'. (18.3m)'and parallel chord trusses' IADVERTENCIAI No sobre' lau ae is >4S (13.7 in). estructura apoyada can el paquete de puede user tin solo lugar de levantar. pare Q, trusses. x in partua.'es de Losses de to cuerda superior hasta Place truss bundles stable,position. 45' y busses de cuerdas paralelas de 30'v Puse paquetes de.busses en urea memos. Use porlo menos dos punlos de levanter con poslcl6n &stable. gn,pnc de trusses de cuerda superior indlnada hasli:60' y Wsses de cuerdas parateles haste 45'• Use por to menos dos punlos de levanter con gnrpos de trusses de cuerda superior inclinada Ines cis 60' y trusses de cuerdas paralelas mas de 46. lY[ecbanical Hoisting Recommendations for Single Trusses :Recomendaidanes Para Levantar .7lrusses Indiltdduales Using a single pick -point at the peak can damage the truss. E1 use de un solo lugar on at pico Para levantar puede hacer da0o al truss. so' or less U01ice culdado espedal en Approx. tr2 dies VBntOSOS o 4r as length Tegline cerca de cable9 , TRUSSES UP TO 30' (B.1 m) emcbiaos o de TRUSSES HASTA 3o PIES Spreader bar for truss 0 O I J Use proper rig- Use equiposproplado' .grog red hoisting pare levarrar e ` equfprrnnt. - irrtprdvisar. -' Trossta may be cntoaded di.,wly (n Ike ground a: � DO NOT store Unbreeed bondSes the tine of delivery or stored tompuarily in confect r1prlOht. .rill, U,o 1p—d offer deli.cry. If &—... — -1— stored for more than one week place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.) Los trusses pueden ser descargades dirsda, ments an at suelo an equal momerlo de entrega' o almacenados temporalmente an cvntacto ow: el suslo despuds de entrega. Si los trusses esfariin Inds de una semana, ' ...;, guardados pare pvgga bloqueando de allure sufidente dehils de )a gac- de Jos trusses a 8 haste 10 pies an cenfro ro.cl Q For trusses stored for more than ono week savor ,•tlra>.;;,; cfr,:�,'yc,L. bundles to protect from the environment. Para trusses guardados por mas de una semana. Q '00 NOT store on -bra J-paquetesPara protegerrosdel ambienle.- unevenground. Refer to BCSI" for more detailed Information per- - talning to handling and jobsite storage of trusses. Vea of talleto BCSI' para lnlomrachi mds detrT!- ladssohnea/ nejoyalmacenadoor. loslrosses on Area de trabajo. ttf0 abnacane verlicalmerfe los frosseS slmlt s. , N6 arntace,e err iierry deslgual. reader be Toe•In� TO n Locate Spreader bar tp� m above or etiffhedk ( ) o.a mac . I - Spreader bar tr2 to I cold -height Thgfine length �I TRUSSESES UPUP Ir TO 80' (16.3 TRUSSES HASTA no PIES Qer b Hold each truss in position with the erection S y4 truss e gth o equipment until top chord, temporary lateral Tagllne I ' restraint is installed and the truss is fastened • TRUSSES UP,TO AND OVER 60' (1e.3 m) t0 rho bearing points. , • TRUSSES HASTar SOBRE a0 PIES Scslenga dada truss an posld6n con equipo de grOa hasta quo to resin c & lateral temporal de fa cuerda superior est6 Instelado y el truss est3 asegurado an los soportes. ' lastallation'of Single Trusses by Hand . Recommendacciones de Levantamiento de Trusses ' . Ilnrdlviduales Par La Mano . f 1, Trusses 20' Q Trusses 30' , (on m) or ' r (9.1 m) r.16ss, r less, support support at `near peak. quarter points. 'Sopode Soporte de Corso at Pico los cuarfos Jos tresses I E. Trusses up to 20' -0. de fremo los I.4- Trusses up to 30' � de 20plas o (6.1 m) trusses de 30 (9.1 m) menos• ' Trusses haste 20 pies pies o menos. ' Trusses haste 30 pies ";Tiporar► Restraint• 81c Bracing'�s. 'rRjjiestricciCp& y Arriastre' rid .. s Refer to BCSI•B2"• for more information,*20 Toprd Temporary Vea. el resumen BCSI-B2*"pare mas informad6Restraint ) l dY� Locale ground braces for first truss directly in linewith all rows of top chord temporary lateral restrai(see table in the next column). To.c., tyP• Cgloquo las urriasfros do liorra Para el primer Iuss 6reclamente en ifnea con cada una de lasBrace first files de restricddn lateral temporal de la cuerdaSups;tor (vea la tabla an la prdxima, column).�� securety DR.WDY walk on unbroced trusses. before Alp. cr:ntinq.s n Irusses suello4. erectlh of additional Q 00 r40T stand on truss overhangs until trusses. Structural Sheathing has been applied to tha truss and overhangs. NO se Fare en voladizos cerchas haste = Revestimlento estructural ha sldo aplfceda a la armadurn y voted-... Steps- to Setting 7lrusses Las Medidas de la Instalad6n de ►os .Tlrusse 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5 Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install oftom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instale los arriostres de Berra. 2) Instale el pdmero truss y ate seguramente at arrfostre de dena. ' 3) Instale los prftmos 4 trusses con restriccidn lateral temporal de miembro corto fvea abajo). 4) Instale el amostre diagonal de Is cuerda superior (vea abalo). 5) Instale arriostre diagonal are los plans de lost mlembros secundados pars estabilice los pdmeros cintao trusses (vea aba)ol.6) Instale /a restdccirin lateral temporal y ardostre diagonal pare la cuerda inferior (vea aba)o). 7) Repita date p d/mlento en grop6s de cuatm trusses pasta qua todos los trusses est6n instala as. • ca Refer to BCSI-B2- for more information. Vea aF asi)men BCSI-B2"'• para mSs Infomraol6n.. ; Restraint/Bracing. for All Planes of Trusses ResbicciSd/Irdl stre'Para Thdos Pianos de Trusses Mlnimuin lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach to each truss with at least 2-10d (0.128x3'), 2-12d (0.128x3.25') or 2-16d (0.1314.5") nails. La madere 2x4 dasihcade por es6.6s as Is madera minima utilizacia pare restdcd6fi lateral y amiastrdmlento di- agonal. Atadas a cads braguero con al minimo 2 davos 10d (0.128x3), 12d (0.1284.25) o 16d (0.13lx3.5'). This restraint and bracing method is for all'trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este m6todo de restdcerldn y ardostre as pare todo trusses excepto trusses de cuemas paratelas (PCTs) 3x2 y 4x2. Vea la pane superior de la column pare Is resMccl6n y ambstre temporal de PCTs. 11 TOP CHORD CUERDA SUPERIOR 'Truss Span Top Chord Temptirery LateralRestraint (TCTLR) Spacing. Longitud de,Tramo ',Espaclamlento del Arrlostre Teinporal de la Cueida Supar/or;; Up to 30' 10' (3 m) o.c. max. (9.1 m 30' (9.1 m) - 8' (2.4 m) o.c. max. 45' 13.7 m 45' (13.7 m) - 6' (1.8 m) O.C. max. 60' 18.3 m 60' (18.3 m) - 4' (1.2 m) o.c. max. *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). 'Consufre a un Professional Registrado de Dlsoft pare trusses mils de 60 plus. ® See BCSI-B2••• for TCTLR options. Vea at BCSI-82••' pare las opciones de TCTLR. Refer to BCSI-B3"• for Gable End Frame restralnt(brecing/ q reinforcement information. Pam informaton sobre restdccl6N TCTLR arrfostrelrefuerzo paraArmazones Hasgales treat el resumen BCSi-B3'•' 10° ar> Note: Ground bracing not shown for clarity. 0 Truss attachment Repeat diagonal braces for each set of 4 trusses. required at support s) Replta lost ardsotres diagonales Pam cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT &-DIAGONAL BRACING -ARE VERY IMPORTANT ,LA RESTRICC16N LATERAL Y EL ARR/OSTRE DIAGONAL SON MI/Y /MPORTANTES! t Diaacnal 10'(3 m) - IT (4.6 m) max. --- Same spacgpg as bottom chord lateral restraint Lateral Restraints - 2x4x12' or greater4apped over two Wsse or CLR splice relnforce� ment. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Restraint &Bracing for 3x2 and 4x2 Parallel Chord Trusses Restriction y Nriosfne Para Trusses de Cuerdas Paralelas 3x2 y 4,x2 10' 3 m) or Diagonal bracing Repeat diagonal bracingg °M Refer to 15;i;awi6�1 �spaces 30' BC Information. 'for more information. _ Vea elresumen BCSI-B7'•• pare m18s Informacl6n. I 5 2'o.c., typ. Apply diagonal brace to vent I webs at end of antllever. and at bearing locations. All lateral restraints " lapped at least two trusses. 'Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max for3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. �intallin lnstalai on 1 ' . _ g .� ; , .Out-ot-P.lane: - [1 Tolerances for Outof-Plane. Tolerantaspare urera-de-Plano. � Max Bow r It � n LI Max BowT. Max Baw p n .� n Plumb line Tolerances for i Out -of -Plumb. Tolerendas pars D/5o max Fuera-de-Plomada. . Construction Loading Carla De ConstrucclOn ;.t- f-Plumb Max. Bow Truss Length D/50 ' D(fL) 19 mm 125, 3.8 rr 114" 1' 7/8" 14.6' 6 inm 0:3m - 22 mm 4.5m 1/2' 2' • 1' - _ 16.T , 13 mm 0.6 m 25 mm 5.1 m 3/4', 3' ^ 1-1/8' 18.8' 19 mm 0.9 m 29 mm 5.7 m V ' ' 4' 1-1/4' 20.8' 25 mm 12m 32mm 6.3m 1-1/4" 6' 1J/8' 22.9 32mm 1.5m 35mm 7.0m 1-1/2' 6' 1-1/2" 25.0' 38 mm 1.8 rrt 38 mm .6 m). 1-314" 7' 1-314' 292 45 ram 2.1 m 45 mm 8.9 m 2' 233.3' 51mm .4m 51mm 10.1m G) DO NOT proceed with construction until all lateral restraint and bracing Is securely and properly In place. NO proceda con Is construccOn hasta qua todas las restdo- ciones latereles y los arriostres estdn colocados on forma apropisda y segurs. G DO NOT exceed maximum stack heights. Refer to BCSI-B4••• for more Information. NO exceda las altures m"mas de mont6n. Vea at resumen BCSI-B4••' para mds,lnformacitin. Mtutlmum Stack Height . for Material on Trusses Material Haight Gypsum Board 12' (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 9' (203 mm) Clay The tiles high NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCAaplle Ids matedales.cerca de un pica, a centro de Is luz, an cantilevers o aleros. G DO NOT overload small groups or single trusses. NO sobrecargue pequefios gropos o trusses Indivlduales. '' r ®' Place loads over as many trusses as possible. Coloque las caigas sobre Lantos trusses como sea poslble. Position loads overload bearing walls. Coloque las cargos sobre las parades soportentes. Alterations - Alterations Refer to BCSI-BS."' Truss bradN not sham for daray. , Vea e/ resumen BCSI-B5. •`• 'DO NOT cut, alter, or drill any structural member of a truss unless specifically,pennitted by the truss design drawing. NO torte, altere o perfore ning6n miembro estructurel de un truss, a menos qua estd especificamente permifido an el dibujo del diseRo 14t W, del truss. r ImmTrusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses qua se han sobrecaigado durents Is construcci6n o han sido altered6s sin Is autor- izac/6n provia del Febricante de Trusses, pueden ha'cer nulo y sin efecto la gamnt/a limitada del Fabricante de Trusses. -Contaet the Comporemt ManutacNror for more INomaaon orsove ult a Raglatared Design Prohsslonal for assistance. To view a non -printing PDF of this doeument, vLsh sbelndustrycomlol. . NOTE: The truss manufacturer and truss designer rety on the presumption that the contractor and vane operator (If applicable) am professionals with the capability to undertake the work they have agreed to do on any given project H the contactor betieves It needs assistance in some asped of the mnsWction project it should seek assistance from a competent party. The methods and procedures tneses we based upon the coseethe experience of leading Ist, due to the neboe of responsibiiides Inwhred, be presented Is not Intended that these recommendations be interpreted as ng, reatralning rind bracing trusses and Itdo" not products the Qtyerthe-Us. columrre, fl.m. rests and an the Interrelated MCA and TPI expressy, disclaim any responarbility for damages rom the use, appiicagon, or rellanm oo on the recommendations and informagon contained herein. SBC- , . 'W?[R xuatms'taaua TRUSS PLATE INSTITUTE .6300 Enterprise Lane' Madison, WI 53719 ,. 218 N. Lee SL, Ste. 312 -Alexandria, VA 22314 608-274-4849 - sbdndustry corn 703-683.1010 • tbinstom For Trusses Up to 2'4" Ondenter. and 80' O"-in Length :Para •'rrussos Nasta,2 Pies'En`Centro, y Rasta 86,Pdes M 4 nyifind WARNING.Spans over 60' require more complex temporary installation restraint/bracing Consult -.a registered design professional. - IADVERTENCIAI Los tramos mes de 60 pies requieren restriccOn/arriostre de insta- laci6n temporal m6s complejo. Consulte a un'profesional registrado de diserio• ® DANGER Disregarding handling, installing,! restraining and bracing safety recommendations is the principal cause* of truss erectionfinstallation accidents. PAIGRO EI no seguir las recomendaciones de manejo, instalacl6n, restricci6n y am.o-, stre as la causa principal de los accidentes durante Is ereccOn/instalaci6n de trusses. A. '® Lateral restraint is NOT Diagonal adequate without diagonal,bracing.. bracing La Restr/cci6n Lateral NO as adec- Lateral restraint uada sin el Arriostre Diagonal. Q Always diagonally brace for safetyl iSiempre arriostre diagonalmante'paia seguridadl l Maximum Spacmg,'For. 7bp'Chord ^Temporary, Laterai .Restraint (TCTLR) , p Pa EI Es ciamiento Maximo Para LA Restriction Lateral Tienlporal be La Cuerda' Superior k LAWMI RGSWrt The graphic at left shows the maximum on -center spacing (see • at. left) of TCTLR based on truss span from the table in Step 2 on page 2. • Ground bracing not shown for clarity. • Apply diagonal bracing or structural sheathing immediately. For spans over 60' applying structural sheathing immediately is the preferred method. El dibujo a la izquierda muestra el espaciamiento maximo an el centro (vea "a la izquierda) del TCTLR basado an los tramos de trusses de, la tabla an el Paso 2 en:la pegina 2.. • No se muestra el irriostre de flerra para claridad. •Aplique inmediatamente elArHostre Diagonal o el Entablado Estruc- tural,(structural sheathing). Para tramos mas de 60 pies el mctodo preferido as entablarlos inmediatamente. Check These Itenss Before Staking.Trluss EreiiIoM Iln iIatiOn and Correct as'Needed Revise Esins: Puntos Antes De Ernpezar La Erecclon/lastalacion y: CorrPjalos Cuando Es Necesarlo. Q Building dimensions match the construction documents. Q Trusses are the correct dimension. Las dimensiones del edificio concuerdan con los documentos de coristrucci6n. Los trusses son la dimensl6n correcta. Q Bearing supports (e.g., walls, columns, headers, beams, etc.) are accurately Q Tops of bearing supports are flat, level and at the correct and securely installed, plumb and properly braced'. elevation. Los soportes qua sost/enen cargas'(ej., parades, columns, vigas de cabezers, La parte superior de los soportes de•cojinete son plans, vigas, etc6tera) son instalados seguramente y con precisift y son nivelados y niveladas y a la elevacidn correcta. arriostrados apropiadamente. Q Jobsite is clean and neat, and free of obstructions. Q Hangers, tie -downs, restraint and bracing materials are on site and La obra esta limpia, ordenada y sin obstrucciones. accessible. Los colgadoies (hangers), soportes de anclaje (tie -downs) ymateriales de restriccl6n y aniostre estin accesibles an la obra. Q Erection/installation crew is -aware of installation plan and lateral restraint/diagonal bracing requirements. El personal de ereccOnrinstalaci6n as consciente•del plan de instalaci6n y los requisites de restriccidn/arriostre. Q Multi=ply trusses, including girders, are correctly fastened together prior to lifting into place. Los trusses de varlas capas, incluyendo travesanos, son fijados juntos cor- rectamente antes de levantarlos an lugar. Q Any truss damage is reported to truss manufacturer. Refer to BCSI-B5 - Do not install damaged trusses unless instructed to do so by the building -design- er, truss designer or truss manufacturer. AlgOn dafio a los trusses ha side reportado al fabricante de trusses. Vea el resumen BCSI-B5."' No instale trusses danados a menos qua se.dyeren 61 diseifador del edificio, el disenador del truss o el fabncante del truss. ,82Temp160209 7 I, T➢8U-5 5 11133STAILIA4➢®:J' t' 71-:02PORARV MESMA➢MiGIRAC11M 'a W 4 Steps to Setting Trusses Pasos Para El MentaieDe Trusses 1 Establish Ground Bracing Procedure: Exterior or Interior ■ Estabieria e/ Procedimiento de Arriostre de Tierra: Exterior o Interior 2 Determine the Locations for TCTLR and Ground Braces ■ Determine Ias Ubicaciones Para TCTLR y Ios Arriostrles de' Tierra Q use truss span to determine spacing Q Locate additional TCTLR for top chord temporary lateral restraint TCTLR over bearings (TCTLR) from table at right, if the heel height is Use el tramo del truss para determinar 10" or greater. Locallce TCTLR 10" orgreater el espaciamiento para restriccien lateral, , adicional sobre los temporal de la cuerda superior (TCTLR), soportes si la altura en la table a la derecha. (heel Truss attachment del tal6nhl height) g ) required at supports) es de 10 pulgadas o • > a' da Tcna mes. s s' (a a ) • = Pitch break T-V V-10" 3'4- P-0" 33'-0., seen Q Locate additional TCTLR at each pitch break. Localice TCTLR adicional en'cada rotura de inclinaci6n. Maximum Top Chord TemporaryLateral'Reslraint Spacing'" Truss Span TCTLR Spacing Up to 30' 10' on -center maximum 30' -45' 8' on•center maximum 45' - 60' 6' on -center maximum 60' - 801 4' on -center maximum *Consult a registered design piofesslonal for Mass longer than 60'. "Foi trusses spaced greater than T o.e., see also BCSI•B10. TCTLR, typ. T—spen Ground brace vertical, typ. Q Locate a ground brace vertical at each TCTLR location. Localice una vertical de arriostre de Berra en cada lugar de TCTLR. 3 Set First Truss and Fasten Securely to Ground Braces ■ Coioque el Primer Wass y, Fijelo Seguramente a Ios.Arriostres de Tierra. . Q Set first truss (or gable end frame) and fasten securely to ground braces and to the wall, or as directed by the building designer. Examples of first truss installed include: Coloque el primer truss (o armaz6n hastial) y f6elo seguramente a las verticales de arriostre de tiers y a la pared, o como se didge el disenador del edificlo. Ejemplos del primer truss instalado Incluyen: typ. TCTLR TCTLR TCTLR cations,,ty0" o I , locations. typ. locations, typ. ,1►,� it �,;�� f�� �®j s II � I���� EMMOR GROUND BRACING A CAUT➢CRII First truss must be attached securely to all bearings and to all required ground braces prior to removing the hoisting supports. CAUTMA Eli primer truss dene que ser sujetado seguramente a todos soportes y a Codas arriostres de tierra requeridos, antes de'quitar Ids soportes de levantamiento. TRUSS PjjS7kIV_LLFATF .3 Pt ?r-:i�i�l�v�Q�tif Li'SIT�AOC34lr"3P#baCCLtiSo 4 Set Trusses 2, 3, 4 & 5 with TCTLR in Line with Ground Bracing ■ Caloque las 7lrusses 2, 3, 4 y S can MLR en Linea can las Arriestres'de Tierra , Q Attach trusses securely at all bearings, shimming bearings as necessary. Examples.of first five trusses set -include: Sujete seguramente los trusses a todos los soportes, rellenar s6lidamente los soportes como'sea necesario.'Ejemplos de los' prime_ ros cinco trusses colocados incluyen: See options below r .. "EXTERIOR GROUND' 9RAUINO ` . AMOSTREDE77ERRAEXMPJOR'° , See options below See options below The following three (3) Short Member Temporary Lateral Restraint options require that the diagonal bracing be Installed continuously. See figure for Option B in Step 8 on page 5.- Las siguientes tres opciones para instalar la Restriccl6h Lateral Temporal de Jos Miembros Cortos requieren que el arriostre diagonal estd instalado contlnuamente. Vea la frgura de Opci6n B en el Paso 8 en la pagina 5. Option 1 Short member temporary lateral, restraint installed on top of trusses Opci6n 1 Restricci6n lateral temporal de los mlembros cort6s Instalados encima de trusses 27^+ 1%2" minimum end distance .1% pulgadas distance de extremo minima Trusses @ 24" on -center Diagonal bracing, typ. 2 nails at every connection 2 clavos en cada conexl6n — Do not use split 27°+ members. No use miembros rajados. Option 2 Short member temporary lateral restraint installed between trusses . Opci6n 2 Restriccibn lateral temporal de los mlembros cortos instalados entre trusses Use 2-16d deformed shank A_�' nails minimum, at each •.oconnection. .Use como m/h/mo 2-.16d clavos largos (shank nails) an Do not use split cada conexi6n de restricci6n- members.. a �' No use miembros rajados. Option 3 Proprietarymetal restraint products* Opci6n 3 Prdductos de metal pare restricci6n patentados• These products are specifically designed to provide lateral restraint and are not just for spabing: See manufacturer's specifications. Diagonal .� bracing, typ. r 22'G Trusses @ 24" on -center Estos produclos son disenados especlBcamente pare proveer restricci6n lateral y no son solamente pare espadamlento. Vea las espedficadones del Diagonal bracing, typ. Trusses @ 24" on -center A CAd9T CH Each truss must be attached securely at all bearing locations and all TCTLR installed -before removing'the hoisting supports. VAU94A Cada truss tiene que ser sujetado seguramente en todas ubicaciones de soportes y todas las TCTLR instaladas antes de quitar los soportes de levantar. LATERAL RESTRAINT/BRACING MATERIAL AND CONNECTIONS CONNMUONiES Y MATERIALES DE RESTRICC16AI/ARR/OS71RE LATERAL Q Minimum size of bracing and lateral restraint material is 2x4 stress -graded lumber or approved proprietary metal restraint/bracing, unless otherwise specified by the building designer. El tamano del material de restricci6n lateral y arriostre debe ser por to menos 2x4 madera graduada por esfuemb o restriccOn/arricstre de metal patentado aprobado, a menos que especifique el disenador del edifrcio. Q All bracing and lateral restraint members must be connected to each truss with at least 2 nails (see minimum sizes shown below), except for the short member restraints shown in Step 4, Option 2 (see above), which require 2-16d deformed -shank (i.e., ring- or screw -shank) nails. Todos los miembros de restricci6n lateral y arriostre denen que ser conectados a cada truss con un minimo de 2 clavos (ver Jos tamanos m/nimos mostrados abajo) excepto para las restrictions de mlembros cortos mostrados en el Paso 4, Opci6n 2 (vea ardba), cuales requieren 2-16d clavos con largos desformados (Ej. Largos de anillos o torn los). Q Drive nails flush: If the temporary restraint and bracing is to be removed. whan.the per- 10d (0.128x3") manent bracing is installed, use double -headed nails for ease of removal. 12d (0.128x3.25" Cleve los clavos al raso. Si la restricci6n y arriostre temporal serf quitado al instalact6 16d (0.131X3.5") del ardostre permanente, use clavos de dos cabezas para quifados mas fscilmente. .I 5 Install Top Chord Diagonal Bracing Is Instate Et Arriostre Diagonal de, In Clraerda Superior 0 Attach diagonal bracing to the first five trusses. Examples of diagonal bracing on first five trusses include: Coloque el ardostre diagonal a los primeros,cinco trusses. Ejemplos de arriostre diagonal an los primeros cluco trusses incluyeri: See Short Member See Short Member Tem- See Short Member Diagonal Temporary Lateral bracing, typ. Restraint options Diagonal porary Lateral Restraint Diagonal Temporary Lateral page 3. bracing, typ. options page 3. bracing, typ. Restraint options .,_ .. page 3. EXTERIOR GROUND. BRACING - ` ecmnemcnc ncocn crrcomo .. [�( Or start applying structural ;sheathing: Example of . structural sheathing, installed on first five trusses.. O empiece en aplicar el entablado estructural. Ejemplo de entablado estructural instaladd en los prim6ros cinco trusses. 6 Install Web Member Diagonal Braciing t ■ Instale el Arriostrle Diagonal de Miembrlltirs Secundaries . ® Temporary web member diagonal bracing acts with the top.chord and bottom chord temporary lateral restraint and diagonal bracing to form triangu- lation perpendicular to the plane of the truss and prevents trusses from leaning or.domincing. El arriostre diagonal temporal de los miembros secundarios trabaja con la restricci6n lateral y el arriostre diagonal temporales de la cuerda.superior e inferior pare formar una IdangulacOn perpendicular al piano del truss y evita que los trusses se inclinen o caigan Como domin6s. 21, Install'diagonal bracing at about 45° to the horizontal on web members (verticals wheneverpossible) located at or near rows of bottom chord lateral restraint. Web diagonal•bracing must extend from the top chord to the , Diagonal bottom chord. Repeat at the intervals shown in the figure below.. bracing Instale el arriostre diagonal a aproximadamente 45 grados en los miembros secundarios (verticales cuando sea posible) colocados en o cerca de las Web members filas de restricci6n lateral de la cuerda inferior. Arriostre diagonal pare los miembros secundadds tiene que extender de la cuerda superior a la cuerda inferior. Repita a'los intervalos mostrados en la figura a la derecha. The requirements for web,permanent individual truss member restraint are specified on the truss design drawing (TDD). Refer to BCSI-B3 for more information. — Los requisitos pare la restricci6n permanente de miembros individuales de Bottom chords truss pare miembros secunderios son especificados en el dibujo del disen"o de Diagonal braces truss. Vea el resumen BCSI-B3 pare mes informaci6n.— every 10 truss spaces (20' ma)L) 10'-15' max. Same spacing as bottom chord lateral restraint NOW: Some chord and web members not shown for clarity. Mono trusses, deep flat trusses and other types of trusses with deep ends also require tem- porary lateral restraint and diagonal bracing on the vertical web member at the'deep end'of the truss. Los trusses de una sola pendiente, trusses. pianos y profundos y otros tipos de trusses con extremos profundos tambi6n requieren resttkci6n lateral.temporal y aniostre diagonal en/os miembros secund- arios largos al parte profundo del truss. 7 Install Bottom Chord Lateral Restraint and Diagonal Bracing ■ Instale la Restricc/on Lateral y el Arriestre` Diagonal de aa,.Caerda Inferior [( Bottom chord temporary lateral restraint and diagonal bracing stabilizes the bottom chord plane during installation ',and helps maintain proper spac- ing of the trusses. La RestriccOn lateral temporal y el ardostre diagonal de la.cuerda inferior estabilizan el plan de la cuerda inferior durarite la instalecOn y asiste en mantener el espaciamiento apropiado de Jos trusses. . [✓f Install rows.of temporary lateral restraint at 15' on -center maximum. Remove, if desired, Bottom chard lateral restraint. after the permanent ceiling diaphragm is In place. WAXor greater lapped'+over two trusses. Instale files de reshiccOn lateral temporal a 15 pies an el centro como mMmo. Qultelos, si asllo desea, despu6s qua el d1afragma permanente del techo est6 colocado. Bottom RI Install rows of permanent lateral restraint at 1 Von -center maximum. Specified spacing chords "u'i" may be less; check the truss design drawing and/or with the building designer. Instate filas de restdcci6n lateral perrnanents.a 10 pies en el centro Como maximo. El .� espaciamiento especificado puede ser menor,• verifique el dibujo del diserio de truss con el disenador del edificio. Diagonal braces every 10 truss spaces (20 max.) �( Install diagonal bracing at intervals of 20' maximum along the run of trusses. Instale el arriostre diagonal a intervalos de 20 pies mdximo a to largo de to Jinea de trusses. see taxi at let, Note: some chord and web members not shown for clarity. A CAUTION Do not'remove ground bracing until all top chord, bottom.chord and web lateral restraint and bracing is installed on at least the first five trusses. . . .. - . , . . ._ . CAUTIi EL,A No remueva el arriostre de tierra hasta qua toda la restricci6n lateral y arriostre de la cuerda superior, la cuerda Inferior y los miembros secundarios est6n instalados en porlo menos los primeros clnco trusses. 8Repeat Steps 4 Through '7 with Groups. of Four Trusses Using Option A or B . Repita Ies Pases 4 a 7 con Grupos de Cuatre Trusses Usando la Option A la Option B Option A: Install the next four trusses using short member temporary Option B: Install diagonal bracing on each group of four trusses that have t m lateral restraint Options 1 - 3 per Step 4 on page 3. Add long -length been set with shorember temporary lateral restraint per Step 4 on page 3. (minimum 2x4xl2') continuous lateral restraint (CLR) to tie trusses together. Instale el arriostre diagonal en coda grupo de cuatro trusses que han sido Overlap the ends of the CLR at least 2 trusses. Install diagonal bracing at colocados con la restriccOn lateral temporal de miembros cortos por el paso Intervals of 20' maximum along the run of trusses (see Figure below). 4 on la pdgina 3. Instale los siguientes cuatro trusses ufilizando las options 1-3 por el Paso 4 an la pagina 3 de la restricci6n lateral de miembros cortos. Made la restriccOn lateral continua (CLR) de longitud-largo (minimo 2x4xl2) para aterjunto Jos trusses. Solaparse las puntas del CLR a minimo de dos trusses. Instale el arriostre diagonal cada 20 pies mSximo a to largo de la Ilnea de trusses (vea la Figura abajo). The maximum diagonal brace spacing provided in this Option assumes ground bracing is properly installed and in place: El espaciamiento'maximo de ardostre diagonal en esta OpcOn asume que el arriostre de,fierra est6 an sitio It es instalado.correctamente. Diagonal bracing required at each end of building between each row of TCTLR, and every 10 truss spaces (2V max.). _ WARNING After the initial group of five trusses are installed and braced (i.e., lateral restraint and diagonal bracing), DO NOT set more than four trusses when using short•member temporary lateral restraint before you STOP,:and diagonally brace as'shown. Optlon B Is NOT permissible without diagonal bracing being Installed with each group of four trusses. /ADVERTENCIAI Despu6s dd que el primer grupo do' clnco trusses sea instalado y airlostrado (Ej. restriccOn lateral y arriostre'diagonal), NO coloque mas de cuatro trusses cuando se usa•la•restriccOn lateral temporal de IDS miembros cortos antes que usted PARR, y arrl6strelo diagonalmente como Spacing between rows of mostrado. Esta'upcl6n B NO funcio"a sin e/ ardostre diagonal apllcado a TCTLR is dependent on cada grupo de cuatro trusses. S acin between rows of truss span and pitch breaks (see Step 2 on page 2). 10 truss spaces /max. (20' max.) . 10 truss spaces max. (20' max.) Note: Ground Bracing not shown for clarity. ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED. ASEGORESE QUE TODOS LOS TRUSSES ESTEN ARRIOSTRADOS DIAGONALMENTE APROPIADAMENTE. Q Apply structural sheathing early and often. DO NOT wait until all trusses are set to apply structural sheathing. Aplique el entablado estructural temprano. y con frecuencia. NO ESPERE hasta que todos los trusses estOn colocados para aplicar el entablado estrugtural. r 9 TCTLR Is dependent on truss span.and pitch breaks (see. Step 2 on page 2). Temporary Diagonal Bracing repeated entire length of building. A GAUTIGN Remove only as much top chord temporary lateral restraint and diagonal bracing as necessary to nail down the next sheet of structural - sheathing. DO NOT'exceed truss design load with construction load's. (SEE BCSI-B4)"' i AUTi LA Quite s6lo tanta restriccOn lateral temporal y arr/ostre'diagona/ de la cuerda superior Como sea necesario pare clever la siguiente hoja de entablado estructual. NO EXCEDA la cargo de diseno de truss con cargos de construccl6n. (VEA BCSI-B4r r 03CS0432 SaD6tiMARV SHIEUT TRUSS OWSTAILLA,T10113 & TEMPORARV RIESTtl;;AIM/SRACOUG Alternate Installation 'MLAIii Bulld It -On the. Ground and Lif 'It Into P1 'Wfodo Alterno de Insfalacion Consth4W6 en'la'terra y Levi'Urlo en Lu Q Ensure level bearing; set, position, plumb and properly restrain and brace the trusses as modules on the. gre Asegurese qua el spoporte as nivelado; colocar, posicionar, nivelar y restringir y arriostrar apropiadamente el grupo de trusses an la tierra. Q Apply. structural sheathing for stability. Begin at the Heel and alternate 4'x8' and 4'x4' sheets up to the peak. Aplique el entabledo estructural para estabilidad. Empiece an el tal6n y alterne laminas de 4 pies x 8 pies y4 pies x 4 pies hasta'el pico. .Q Be sure to install all top chord, web -member and bottom chord lateral restraint and bracing prior to lifting the module. Aseg6rese de instalar toda la restdccl6n y aniostre de la cuerda superior, el miembro secundario, y la . cuerda inferior antes de levantar el m6dulo; ® CAi IGN Additional restraint and bracing maybe required to safely lift units into place. ' Cw9 A La restricci6n y arriostre adicional pueden serrequeridos para levantarlos m6dulos en sitio ' sin peligro. Be sure to get proper guidance from a registered design professional to insure modules are designed and installed safely and properly. Aseg6rese de obtener consejos apropiados por un profesional registrado de diseno pare asegurar qua los m6dulos son disenados y instala- dos apropiadamente y sin peligro. , Hip Set Assembly and Bracing Ensamblaje jrArriostre.ddl Grajpo•de Cadera Permanently connecting the end jacks to the end wall and girder as early in the installation process as possible dramatically increases the stability of the hip girder and the safety of the structure. Conectando permanentemente los gatos extremos a la pared extremmo y el travesano tan temprano an el proceso de instalacOn como sea posible aumenta drasticamente la estabilidad del travesano de cadera (hip girder) y la seguridad de la estructura. Hip trusses _�� common frusses ' Hip girder . End walli}� End jacks `t Girder setback Note: Truss restraint and bracing from end wall not shown for clarity. Side jacks Hipjack Use the following sequence: Use la siguiente secuencia: - Step 1 Position the hip girder on the bearing walls at the specified end wall setback and permanently attach 'to supports. .:, Posicione• el travesano de cadera.en las parades de soporte al "setback" especirrcado de, la pared extremo y sujete a los soportes permanentemente. Whenever possible,,connect multi -ply girder trusses together and install the end jack'hangers (if required) prior to erectionf installation. All plies of a multi-ply'girder shall be,attached per the fastening schedule on the TDD before attaching any framing members or applying any loads. Siempre qua sea'posible, conecte los trusses de travesano de varias- capas juntos y instale'los colgadores de gato extremo (si requerido) antes de la erecci6nrinstalacOn. Todas capas de un travesafio de varias capas sujetaran por el horado de Fjar an el dibujo del diseno de truss antes de sujetar algtinos miembros de arriostre o de aplicar algunas cargas. Step 2 Install hip jacks, and end jacks at maximum 10' on -center while crane continues to hold girder in place. Instale los gatos de cadera y los gatos extremos a 10'pfes maximo an centeo mientras la grua continua mantener e/ travesano an lugar. Note: Attach jack trusses to top chord and bottom chord of girder truss. The connection to the top chord is important as it helps to stabilize the top chord of the girder. Sujete los trusses de gatos a la cuerda superior y la cuerda inferior del truss de travesano. La conexi6n por encima as importante porpue ayUda a estabili- zar la cuerda superior del travesano. Step 3 Install all remaining- Install jacks while side and end jacks crane continues to Attach hip girder with. all -permanent hold girder In place. to supports truss -to -bearing Hip jack connections (e.g., hangers and tie - downs). Instale todos los gatos extremos ygatos de rinc6n restantescon todas las conexiones permanentes de nstall;hip jacks and end truss-a-soporte (Ej. jacks mum 10' O.C. colgadores y soportes de anclaje). Step 4 Install the next hip truss with 2x4 short member temporary, lateral restraints. Attach each shortmember temporary lateral restraint to the top chord of the hip girder and adjacent hip truss with two nails at each connection. The short member temporary lateral restraints should be long'enough to extend at least 1 1/2" past the top chord of each truss. Place short member temporary lateral restraints at pitch breaks and at intervals along the top chords in accordance with Step 2 on page 2. Instale el pr6ximo truss de Short Member cadera con 2x4 restricciones Temporary Lateral laterales temporales para. Restraint mlembros cbrtos. Sujete cada restri6ci6n lateral temporal del miembrocorto a la cuerda- superior del travesano de- cadera y al truss de cadera contiguo con dos c/avos a cada conexi6n. Las restricciones laterales temporales para miembros cortos deben ser ... bastante largo-para extender a un minimo de 1 %" pasado de la cuerda superior de cada truss. Puse la restricci6n lateral temporal de miembros,cortos a roturas del pendlente y a interva/os por las cuerdas superiores segun el Paso 2 an la pagina 2. Step 5 Install remaining hip trusses. For the flat p'ortion'of each hip truss, use short member temporary lateral restralnts'that are at least double the length.of-the first set of short, member temporary lateral restraints (see Figure on next page). For the. sloped chords of the trusses, install short member. temporary lateral restraints according to one of the three options in Step 4 on page 3. - Instale los restantes de los. trusses -de cadera. Para. la parte plana de cada truss de cadera use restricciones laterales temporales de miembros cortos qua son por to menos.. dobles la longitud del primer grupode restricciones temporales laterales de miembros cortos (vea I rrg ' ' an la pr6ximo pagina). Para les cuerdas pendientes de los trusses, instale las restricciones laterales temporales de miembros bortos segun uno de las tres opcfones an Paso 4 an la pagina 3. 13CS1-032 StlDM IRMY SHIEIET TRUSS is TEP7901PACTY RLSESiT AMIN/63RAC-P G Step 6 Ins gui on do Paso 6Ins Pei las en 2: DO NOT stack materials or stand at locations that will cause instability, such as on cantilevers, overhangs, end jacks, or near truss - to -girder truss, connections. NO amontone Ids materiales o de pie en lugares que,causaran inestabilidad, como en voladizos, salientes, tomes finales, o conexiones truss truss' cerca a viga. Lang Span Truss Installation lnstalaclon de Trusses de Tram" Largos 8 DANGER Trusses with clear spans of 60 feet or greater are extremely dangerous to install and require more detailed safety and handling measures than shorter span trusses. PELIGRO Trusses de 60. pies de largo o mas son extremamente peligrosos a.instalar y requieren medidas de seguridad y manejo mas detalladas que trusses de vans, mas cortos. -Beftre starung Antes de Empesar Q' Hire a registered design professional to provide a.temporay' re- straint/bracing plan and to supervise the erection process. Contrate.un Profesional Registrado de D.Jseno pars, proveer un plan de restriccOn/aalostre temporal y para supervisar el proceso de ereccibn. Q Develop a safe, effective truss installation method arid inform all crew members of their roles. Elabore un mctodo seguro y efectivo de la instalacidn de trusses e informe todos miembros del personal de sus papeles. Q Use -personnel who have experience installing trusses 60' and great- erin span. Use instaladores qu1enes tienen experiencfa on instalar trusses de .fill pies o mas de tramo. Q 'Ensure that the walls and supporting structure are stable and ade- quately restrained and braced.' Asegurese-que las parades y la estructura soportante somestables y adecuadamente restringidas y amostradas. , Have all necessary lifting equipment•and building materials on hand. •Make sure the crane operator understands the special hoisting requirements'of long -span trusses (see BCSI-B1)."- Tenga todo el e4uipo de'levantary.'losmateriales de construccOn necesarios a la mario. A"segurese, que el operador de gr6a bn' Uende Ids requisitos especiales de levantarlos trusses de tramos largos (vea BCSI-B1).— Attach to Locate` ' Spreader bar .. • miss at 1m above orstiftback mom,. .mid -height I ,,Spreader bar-2/3 ' to 3/4 truss'length Tagllne L For trusses up to -and over 60' '=s Attach to .. tru5s at Spreader bar 10' o.c. -, or stiffback m-• Spreader bar 2/3 Tagline ,to 3/4 truss length F— For trusses up to and over 60'—> Tips For Safe and Efficient Installations: 6iiielas Para Instalaciones Segukw ,y Ef&/entes Q Assemble the first five trusses with all structural -sheathing, restraint and bracing, either as the trusses are installed or built'as a*uhit on the ground and lifted into place. Ensemble -Ids primeros cinco trusses con todo el entablado estrus- tural, restriccOn y anlostre, cualquier cuando los trusses son,insta lados o son, construidos Como una unidad en; la tiena y levantados en lugar. Q Keep trusses straight during hoisting to minimize bending out -of - plane. Mantenga los trusses derechos durante el levantamiento para mini- mizar el doblado fuera-de-plano. Q Add a temporary center support to provide greater stability and leave in place until all permanent building stability bracing is installed. Agregue un soporte temporal en'el centro pars proveer m'as estab- Jlidad y quedarlo en lugar hasta que todo el arriostre de estabilidad permanente de construccOn es instalado. 1;­.- [Z Apply structural sheathing to. the top chord as the trusses are being installed. Aplique el entablado estructural a la cuerda superior mientras Jos trusses esten instalados. ' Q Install all.permanent individual truss member restraint and bracing 'immediately. Instale todo el aulostre y restriccOn pennanente de miembros de trusses individuales inmedlatemente. c Field Assembly,,land Other Special Conditions Ensairnblaye de Cam o ' 'Qtras' Condcioees "Es ectiales' _P Y, P Certain sizes or shapes of trusses require -some assembly -at the jobsite. Valley Set Frame Instailaillon Refer to the truss design drawings for "specific instructions on' assembly Instalacldn de A maidn-de Conjuritls de (Valle ' methods, unless the construction documents indicate otherwise. Q The top chords of the supporting trusses must be braced properly. Ciertos tarnafros o formas de trusses requieren algOn ensamblaje an This can be accomplished by_ attaching,structural,sheathing or with Is obra. Refiera a los dibujos del disefio de truss para instrucciones rows of lateral restraint, spaced nomore than the maximum on ; .•? especlficas sobre ensamblaje de montaje, a menos qua los documentos center. spacing specified on the truss design drawing, and diagonal de construccldn Indiquen to contrado. bracing.' The contractor is responsible for proper field assembly. Las cuerdas superiores de los trusses de soporte tienen-que ser El contratista es responsablepara el ensamblaje de Campo apropiado. arriostrados apropladamente. Esto Puede ser hecho por:sujetar el entablado estructural o con filas do, restricci6n lateral;,'espaciados po Piggyback Tms" : mas qua el maximo en el espaclarniento del centro. qua as especifi- Tivsses de Piggyback , , . cado an el dibujo del:disefio de truss, y arriostre diagonal. Q' The supporting trusses shall be completely installed with all truss - memberAND permanent building stability bracing as required BE- . FORE installing the supported. ("cap") frames. . -• . , -. :.• _, �,� , , - '. „' . , Los trusses soportantes seran completamente instalados con todos miembros de trusses Yel arrlostre de estabilidad,permanente de =nshiicc16n:como es requeddoANTES de instalar•los.armazones cep. ):soportados.. Valley sets as over -framing " Supported Diagonal ("cap"). This document ap'plles'to all sloped'and flat chord trusses built with bracing frames (in red) ' the wide -face of the lumber oriented vertically. Examples include: Este'documento apllca a todos trusses de cuerdiipendlente y plan ' Lateral I Is45' tyP• Note: Some truss bracing construidos con la Cara-aricha de la madera odentada. ver`ticalmente; restraint and lateral restralknot - tales eomo: ' (in green) :shown for cierity. , upporting (i.e.base)trusses - WARNING Adequately restrain and brace the flat portion of the supporting trusses to prevent buckling.' Gambrel truss Mono truss IADVERTENCIAI Restrinja y arrfostre adecuadamente Is parts plan de los trusses soportantes Para prevenir el fallar.':` Q For more information -on' hoW to permanently'laterally restrain and 'Scissors truss Parallel chord truss diagonally brace piggyback truss systems refer to BCSI-133 " „ Para mas informad6n sobre Como resbingir lateralmente penman- etemente y arriostrar diagonalmente sistemas de trusses de piggy- For parallel chord trusses manufactured with 3x2 or U2 lumber,,see, BCSI-B7.- backrefiere'al BC. IPB3."- Paia,los trusses de cuerdas paralelas fabrlcados con madera 3x2 o . Field. Spliced TrussesW, vea el resumen BCSI-B7.- Trusses Empalmadas En. Campo Q Splicing can be performed on the ground before installation or the 'truss sections can be supported by temporary shoring after,being hoisted into place and the splices installed from a safe working surface 3-r' -' 4it TF,.1;r- Empalmando Puede ser hecho en `� el suelo antes de la instalaci6n o las secciones de trusses pueden ser. soportados por shoring"•temporal . despucs de que.seanr levantados eir . Field -spliced trusses with For trusses spaced more than T-0" on-center,-sewBCSI-B10: ` lugar y los.empalmes son instalados temporary center support, Para los trusses espaclados mas de 2'p/es; eri. eI centro, "' ' , at ; de una superfrcie de trabajo segura.' ;Resitm6n BCSI B10. '"Contact the component manufacturer for. more Informationor consult a registered design professional forassistance. To view a non -printing PDF of this document, visit sbcindustry.com/b2. , This document summarizes the Information provided In.Section B2 of the 2013 Edition of Building Component Safety Infonnatlon BCSI - Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright© 2004 - 2616 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. WwT SOCA :ry 6300 Enterprise Lane,- Madison, WI,53719 608-2744849 - sbclndustryxom;, Truss Plate Institute 218 North Lee Street Ste. 312 Alexandria, VA 22314 70U83-1010 - tpinst.org BC511-92 SURRMARV SNISIST WARNING Disregarding permanent restraint(bracing is a major cause of truss field performance problems and has been (mown to lead to roof or floor system collapse. IADVERTENCIAI Descuidar el anlostrelrestdoci6n permanente as una cause principal de prob- lemas de rendimlento del buss an Campo y liable conocido a Ilever at derrumbamiento del sistema del techo o plso, ACnLI$ @Nl Trusses with Gear spans of 60 feet (18.3 m) or greater, may require complex perma- nent bracing. Please always consult a registered design professional. ffRUPYRAN Tramos sobre 60 pies o m3s pueden requedr ardristre permanents comple)o. Por favor,„consults, slemprea un profeslonal registrado de diseno. R®strainiBracing: Materials & Fastener Materria►es Cierr " de Restrioc►6n/Mioslbta Q Commonly used restraint/bracing materials include wood structural panels, gypsum board sheathing, stress -graded lumber, proprietary metal products, and metal pudins and straps. Matenales comunes de ardosbar/resbtnglr inoluyen paneles estructureles de madere, entablado de yeso, madera graduada por esfusaa, productos de motel patentedos, y vigas de soporte y tires de metal. '° LumbirSW 6An(mumNalfBfm MlnlmumNumberot�: Neil a per, Connection' 2A stress -graded 10d (0.128hral 12d (0.12W.25' 2 led(0.1314.51 " 2iBstressgraded 10d(0.12841 '• ' 12d (0.1284.25') 3 " 18d (0.131K3.51 II!E[I mOwn!V1, ' Other attachment requirements maybe specified by the binding deslgror ortrues designer. + The gradelab and attachmentrerbracing materials such as wood structural panels, gypsum board sheathing, proprietary metal restrehtlbracing products, and metal purfins and straps are provided by. the bulking drisigner. Petrmlanerrt Bracing for the Various Planes of"a'trnss" Top illrtiostro Pormanerrt(s Para Vados Pianos d_ a un_ 7truss II . chord Q Permanent bracing is important because it, plane a) prevents out -of -plans budding of truss Web members, member b) helps maintain proper truss spacing; and plane. c) resists and transfers lateral loads from wind and seismic forces. El eurfosfre permanents as importanle porque, a) Implde at forcerfuera-de-plano de los mlem- bras del truss, b)da an mantener espadamlento aproplado re os trusses, y c) resists y pass las cargos laterales de viento y fuerzas slsmikas splloadas at sistema del Bottom truss. chord plane Q Trusses require permanent bracing within ALL Trusses requieren arriostre permanents denbo of the following planes: de TODOS los sigulentes plans: 1. Top chord plane 1. Plano de Is cuerds superior 2. Bottom chord plane 2. Piano de Is cuerda Inferior 3. Web member plane 3. Plano del mlembro secundado AGAUTIME Th'e truss, or a portion of Its members, will buckle (i.e., fail) at loads far less than design without permanent bracing. g@nUMN Sin el arriostre permanents, del truss, o un parts de los miembros, lorcerdn '(e). fellardn) de cergas muchas menosqua lis cargos qua at truss as disefiado a llevar. structural 1.'Permanent Bracing for the Tbp. Chdrd Plane sheathing I astr�e Permanerrte Para Of Piano de 1a: Cuerda o to ch( Superior.• \ Q Use plywood, oriented strand board (OSB), or wood or metal structural pudins that are properly braced. Attach to each truss. Use contrachapado, panel de fibres orientado (OSB), o vigas de soporte de madera o metal quo estdn ` arriostrados apropladamente. Su)ete a cads truss. Q The Truss Design Drawing (TDD) provides information on the assumed support for the top chord. El Dibu)o del Disefio de Truss (TDD) proves informacl6n sobre of soporte supuesto para Is cuetda superior. Q Fastener size and spacing requirements and\ grade for the sheathing, pudins and bracing are provided In the building code and/or by the build- ing designer. Et tamalfo de dome y requisitos de espaclamlen- to y grado pars elentablado, vigas de soporer y anfostre son provistos an el c6dlgo del edi0clo y/o par at dlsefiadordel edi0clo. Q Use rows of continuous lateral restraint with diagonal bracing, gypsum board sheathing or some other ceiling material capable of functioning as a diaphragm. Use files de restdccl6n lateral continua con arriostre diagonal, enfablado de yeso o cualquler otro material para techo qua pueds funclonarcomo un diafregma. attached rigid calling Q The TDD provides information on the assumed support for the bottom chord. EI TDD proW6 informecl6n sobreel soporte'supuesto paia /a cuerda Inferior. Q Install bottom chord permanent lateral restraint at the spacing Indicated on the TOD and/or by the building designer with a maximum of 10' (3 m) on -center. instate'restriecfbn lateral permanents de Is cuerda inferior at espaclamlento lndicado on at TDD y/o por al diseNador del ediHclo con on m6ximo de 10 plies on of contra. Diagonal bracing CLR sollce minforeemerd Attach to each truss. Truss Member Bottom chords F $� Lateral '.. / 10' S20'�t` restraint Minimum 2'2x_ Scab block cen over CLRspgde. jam) 51m) 5f0 Yg (S ) argreeler /�msCLRwtthm!5lmume-1sd lapped over ;: (0.1354.51 nails each m Note: Some two busses side of splice or as specfied by the - ) chord and or Building Designer, re web members CLR splice Lateral restraint and diagonal bracing used 'not shown for reinforcement SECTION A A to brace the bottom chord plane, clarity. Truss �. Permanent Bracing forthis Web Member Plane Member ' A►riosbe Permanents p�apa'El Pland•dei M►embro Sewnda o Web member permanent bracing collects and transfers buckling restraint forces and/or lateral loads from wind and seismic forces. The same bracing can often be used for both functions. Arriostre, permanents de los miembros secundados recogen ypasan luerzas de restrieddn de torcer ylo cargos laterales de viento y fuerzas sismicas. Amenudo at mismo arrrastre puede ser usado parr ambos funclones. Indhrldual Web Member Permanent Restraint & Bracing Restrlcd6n y Arr/ostr+e Permanents do M/embre s Serondarlos Indfvldoafes Q Check the TDD to determine which web members (if any) require restraint to resist buckling. Revise el TDD pars determiner cuales miembros secundarios One restraint required (si algpnos) requleren restdcd6n pars, rosistir el forcer. {q i : �''TY on each of these webs. to: CLR can be Q Restrain and brace with, installed on either side A. Continuous lateral restraint & diagonal bracing, or of Member. B. Individual member web reinforcement. Resfrin)a y ardostra con, A. Restdccl6n lateral continua y ardostre diagonal, o B. Refuerzo de miembros secundados individuates. "r:; t: j ' A Continuous Lateral Restraint (CLR) 1~ Dfingoinal Bracing ' Restrfcd6n Lateral ConRnum (CLR), y Arrlostre Blagonal OXAMOLES OF omaliAL BRACING WITH CONTINUOUS 06 LATERAL RESTRAINT Group of 3 Trusses Note: Some diord and web members not shown for darts. Diagonal, Lateral restraint sheathing Lateral bracesal�.l 545' �(/ restraint Group of 2 Trusses Q Lateral restraint & diagonal bracing can also be used with small'groups oft russes (i.e., three or less). Attach the lateral restraint & diagonal brace to each web member they cross. Resfdccl6n lateral y anlostre diagonal tambi6n puede sei usado con gfupos pequefios de trusses (e). tres o menos). Sy/ste he restricci6n lateral y at ardostre diagonal a coda mlembro secundario quo los cruzan. ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! IsiEmPRE ARR/oSiRE LA niiismCCddM LATERAL commuA PiAGONALMENio B. Indlvldnal Web Member Reinforcement Refnemo de Miembros Secanda►los ImillMdoa►es T-, L-, Scab, I-, U-Reinforcement, proprietary metal reinforcement and stacked web products provide an alternative for resisting web buckling. T-, L-, costra, I-, U-Refuerzo, refuetzo de metal patentando y productos de mlembros secundados amontonados proveen una alternative pars resistir at torcer de los mlembros secundados. T,..,--rei ® Scab Reinforcement LV Pmduq web L Tnus Member typ. L-Relnforcemem . Q The following table may be used unless more specific information is provided. La sigulents tabla puede ser usada.a menus qua informad6n mis especifica esta provista. SpedReo ,t.aw" WEBREINFORCEMENT of Tinen Web .Type ,&size of Web ` flehdoroement � - FOR Grade of Wels ; Reinforcementp; Minimum ;Length of Web'Correction pelnlarcainent'� ', .Mialmum� of Web Relnldreementl9Wob.' T " • L, Scabr„ for U 1 Row 20 2z4 24 2x4 Same species and grade or beaerthan web member 90%"of web or extend to within 6•(160mm)ofend of web member, whicheverls water ' ' :16d(0.131)3.51 na0s @ 6•(160 rmn) on-cemerr ' , M 2x6 2x6 " 2x6 26 2x8 W 2d 2 Rows �q 2_�q 2x6 — — • , 2-2x6 2x8 -2x8 'Maumum web length is 14 feet(4.3m). " 'Attach Scab Reinforcement toweb with 2 rows of minimum 1Od (0.120)&) nails at 6' (150 mm) on -center. WEB REIRF0cEmEffr REQUIRED ! umwa�owwuanawc�anwcn � ��1, ® TLUri I REWORczeart r EaoEFUERZ0 aE9rnBb �uoe,io��oE�waw,nraw.oa�ic. REFUERIADEFQEMBROSECUNDARIREQDikl)(1 0 ' 6,. `I(��� Q Some truss manufadurers'provide additional assistance by using tags to mark the'web members that require lateral restraint or reinforcement. Algunos fabricantes de trusses marcen an el truss las ubicadones de refuerzo o reshicci6n lateral de mlembros secundados con etiquetas similares a las ardba. Web Membi plane Permanent illinj Stab➢lily Bradn® to Tlranste Wind & Selsink Forces A►rlos&e de Estabilidad Perleanente del EdH(do` del Plan® de Mlembros. Secondaries para Desplazar Foerzas de Viento y'FRerzas Sismiras , Q The web member restraint or reinforcement specified on a TDD is required to resist buckling due to axial forces caused by the in -plane loads applied to the truss. Additional restraint and bracing within the web member plane may also be required to transfer lateral forces due to wind and/or seismic loads applied perpendicular to the plane of the trusses. This restraint and bracing is typically speci- fied by the building designer. La restriccwn o refukzo de mlemtiros secundados especificada en un TDD es requerido para reslsfir la deformad6r; baJo hrerzas axiales causades por cargos verticales apllcadas al truss. Re- stdccl6n adicional y of apareto ortopAdleo dentro del piano mlembro de bande tambl6n puede ser necesaria pars transtadr fiierzas laterales debidas at viento y/o cargos slermicas •ap/icadas perpen- dicular at piano de las cerchas. Esta restdccl6n y arriostre as tfplcamente prov/sto por, el dlsefiador del edficio. Diagonal brace to roof dlophragm blocking Gable end frame diaphragm blocking Horizontal / L- reinforcement Note: Top chord sheathing not shown for clarity. r � 7,' t Gable endiwag permanent diagonal bracing. e Locate in fine with bottom chord permanent CLR or as specified by the building designer. Q Some truss designers provide Igeoeral design tables and details to assist the building designer in determining the bracing required,to transfer lateral loads due to wind and/or seismic,forces from the gable end frame into the roof and/or ceiling diaphragm. Algunos disefiadores de trusses proveen tables y data!/es de disefio generales pare asistir el disenador del eci ficlo an determiner el arriostre requerido pars poser cargos laterales debidas a fuerzas de vienfo y/o fuetzas slsmicas del armaz6n hastial at disfragma del fecho. Gable End Frames and Sloped Bottom Chords Arrnaaones Hastlales Y Cuerdas Inferlores Pendientes Q The gabie:end frame should alweys'match the profile of the adjacent trusses to permit installation of proper bottom chord plane restraint & bracing unless special bracing is designed to support the end wall. El armaz6n, hastial slempre debe encaJar el perfil de los trusses contiguous para permifir Is Insta- lad6n de restitcabn yarrfostre aproplada de to cuerde interior manors qua amoshe especial as disenador pars soportarla pared de;extremo. - . Bottom , dad plane •8 r Bampleof mked gable end wal t . (wb samis gable end frame) . AG&iQW9OSd1 Using a flat bottom chord gable end frame with adjacent trusses that have sloped bottom chords is prohibited by some building codes as adequate bracing'of this Condition is dif- ficult and sometimes impossible. Special end wall bracing design considerations are required by the building designer if the gable end frame profile does'not match the adjacent trusses. El use de un annaz6n hastial de IS cuenfa inferior con trusses contiguos cuales tienen cuerdas infertores pendientes as prohibido poralgunas c6digos de edificios porque or- dostre adecuado de esta oondiddin as dificity a veces imposible. Consideraciones especiales de diseno para el arriostre de Is pared de extreme, son requeridos por el disenador del edificio si el perfil del armaz6n hastial no hate Juego con los trusses conllguos. „ Permanent Bracing for Special Conditions ostre Permanents Para. Cond1dones Espedales . Sway Bracing-4►rnos6o de Sway' 2'Sway" bracing is installed at the discretion of the building designer to help stabilize the truss system and minimize the lateral movement due to wind and seismic loads. Anlostre de 'sway" estd instalado por la discrecldn del disenador del edifidlo para ayudar an establllzer el sistema de trusses y pars minimizer el movimiento lateral debldo a cargas de viento y cargos slsriilcas. Q Sway bracing Installed continuously across the building also serves to distribute gravity loads between trusses_ of varying stiffness. An iostre do lsway' que as /nstalada continuadamente at travels del edificio'lambOn as usado pare dishibuirlas cargos de gravedad entre trusses de rigidez vadando. Permanent Reslrairrt/Bradng for the Top ChordIn a Piggyback Assembly Restried6alAndostre Pennenente para la Cueede superior an on Ensambbia do Piggyback Q Provide restraint and brat ng by: streRrpat diagonal using rows of minimum 4x2 ss�raded tiiadrtg (nd) af10 7; (umber CLR and diagonal bracing, or (3 m)intervals ar ser • connecting the CLR into the roof diaphragm, CLR (green) or at 5 the span• adding structural sheathing,or bracing ing specified frames, orft-7truss some other equivalent means.Ti Provee resfricch5n y arrioshe por. • usando files de 4x2 CLR de madera gred- uada por estuerzo y arriostre diagonal, o oonectando at CLR at diahagma del echo, o , afiadlendo entablado estructural o arm zones de ardostre,o • algunos otros m6todos equivalentes. typ Q Refer to the TDD forthe maximum assumed spacing between rows of lateral restraint (e.g. pur ins) attached to the top chord of the. supporting truss. , Consults el TDD pare el espaclarnlenlo m"mo supuesfo pars suletar/a restriccl6n lateral l p. eJ., vidas) a to cuerda superior del truss Cap soportante.' ' . ,trusses Q The TDD provides'the assumed thickness of the restraint and minimum connection requirements. CLR required only between the cap and the supporting truss or if bracing frame or restraint. .. + .. " • ' :: , . structural sheathing El TDD proven et s, de conexidno th la s, entr . ` . F teinstalled intertnR- a6n y los requisites de cenexi6n minimos antra la capa y at truss soportante o Is restdccl6n Bracing frame or structural if dlagonalbracing 1s used to resValmthe ��- sheathing t CLR(s)'repeat at 10 (3 ^m) �ntervals'tor ae " Supporting spec!fledin'ihe,canstfuctionid'ociimentse . ;> trusses To view a non -printing PDF of this document, visit sbcindustrv.com/b3. Para ver un PDF de este documento que no se puede imprimir, vlsita sbcindustry comlb3. SBCTRUSSPLATE INSTITUTE 6300 Enterprise Lane,- Madison, WI 53719 - 21[6 N. Lee SL, Ste. 312 •Alexandria, VA 22314 608-274.4849 • sbcindustrycam ' 703-683-1010 • tpinsLorg B3WE811x17160217 rco'£.SY.Sn'r� t.�1 vi...v-r_ ...—_.-. ••.• .. t:—.ueS� Lu4....: ..... .. t< uS. .:. ! ! ..e� ..._,.,i: Checklist for; Handling and Installing Trusses Lista de Veriiflcacion Para Mtanelar a lnstalar Los Trusses Review all the information provided h the JOSSITE PACKAGE to ' ,. Revise toda la informacibn provista en el PAQUETE'DE OKRA para; ensure compliance with industry recommendations. Property.damage, aaegurarse slue curnplen con las recomendeciones de la industdla. serious bodily injury and/or death are possible when handing and Dana a propiedad, Merida seria y/o muerte son posibles acarido. installing trusses without following the recommendations presented In mane)ar a instalar Trusses sin siguiendo las recorneirdacfones the JOBSITE.PACWE. `fhis•1s,pattic ilirly true.when.worwng, with' presentados an del PAQUETE DE OBRA: Especialmente otando' trusses with clear spans &G' and greater. trabejar cor trusses de 60 pies de largo o. mas. Use the following checklist when handling and erecting trusses. Uselasiguientelistado verificacioncuando se manejan o selevantan 13 inspect the trusses at the time of delivery and after., los trusses. installation for: Cl: Examine los trusses cuando se los entreguen y despjes de la (1) Conformance with the Truss Design Drawings instalacion pars: (2) Dislodged/nissirig connector.plates . (1) Conrormidad con los Dibujos ce Diseno del Truss (3) Cracked, dislodged or broken members (2) Placas de conexion fuera de Jcgarr o perdidas (4) Any other damage that may impair tha structural (3)• Nllembros'rotos, descolocadoso partldcs integrity of the trusses. (4) Cualquier. olro dano que pueda perjudicar la integridad .• • • • • . • .. • Notify the truss manufacturer if truss repairs are needed. - -esfructural de tos-trusses: After Installation, if damage to'the trusses is discovered'that Avise el. fabricattte de trusses si reparaciones, al truss son could weaken them, temporarily brace or support the,irusses to 'necesarios. Despues de la instafacfdh, ,sf daho a los trusses esti prevent further damage and make sure the area remains clear descubierto que pveden debilitarlos, arriosfre o soporte ks trusses of plumbing, electrical, mechanical runs, etc. until the required temporalmente para prevenir mas dalo y asegurese.gue el area repairs have bees properly completed. queda fibre de, fubMas, las componeates electdcas a mscanicas, DO NOT cut, duff!, relocate, add or remove any truss member etc. hesta quo todas los son con. plerados or metal connectcr plate until you have received instructions from correctamente. the truss manufacturer. ;` NO torte, perfore,, reubique, anadao quita ningOn miembrodel Q •Protect .trusses from weather, corrosion, lateral bending, truss a conector de metal hasta qua haya recibldo insttucciones damage and deterioration when stored at the jobsite. When del fabricante.detrusses. trusses are stored at the site, use blocking; stringers, pallets, ❑ Pmteja los trusses del clima, de fa corrosion de torceduras platforms or other fneans of support to keep the trusses off the faterales, dano y deferforos cuando los guarda en la obraa ground or in a braced -upright positbri to avoid damage. Cuando Trusses son guardado an sftro, use bloqueedos paletes, I❑ Carefully review the truss design d awings (TDD) ane the truss plataformas u otras Apos.de soporte oara almacenados fuera de placement diagram (TPD)' if/whet provided by contra, and all.,• la tlerra o an'posicOn vertical para evitar que se danen JOBSITE PACKAGE documents, prior to handling.and installing ❑ Revise cukladosamente los dfbujosde diseno del truss(TDD), el trusses. diagrama de instaacion de trusses (7PD) si esta provislo, y todos 0Examine the building, the buildings structural framing ios documentos ref PAQUETE DE :)BRA antes'de rnanejar e system, bearing locations and related Installation conditions. instalar los trusses. l7 Examine el ediftcio,..e/ sistema del armaz6n estructural, las .......... .� w.. _ ..... Copyright © 20f2-2014 Structural. Bulding Components AsEociation. Ail Rights Reserved. T7BHI13CHECK-140905 i. Begin installing trusses only after any unsatisfactory conditions have teens corrected. O Properly connect all beams and components that support truases prior to installing the trusses. C7 Girder trusses may consist of more than °one truss. Review the TDD to determine the proper number of pies and the correct attacvm'ent-methods to be used at the jobsite.. " C ryOse a spreader bar,112 to-2/3 of the truss span for trusses over 30' but less :han 60' and 213 to 314 of the truss span for trusses up to and over 60'. 0 Install lateral restraint and diagonal, bracing, in accordance with the.gutdelines In the 'JOBSITE PACKAGE to prevent' trusses from toppling during Installetion. Erect trusses�using the design spacing' indicated, h-cepiny tlio trusses vev'icalacid parallel to one another. Anchortrusses 'securely at bearing points. Space trusses no more that plus or minus 114" from. the TPD location. Ci Refer,to the;construction documents, the TDDs, or the ,. TPD of required by the contract) For the hanger, locations;..'. Hangers shall be correctly attached. Refer to hanger manufacturer's specifications for installation information, O Install all permanent individual truss member restraint or member reinforcement depicted cn the TDD, C7 Comply with the'ownee's, or the owner's retained ' registered design professional's, permanent building stability bracing, anchorage, connections and. field assembly requirements. This infoamation is typically provided in the construction documBnts. b Install'strticttiral sheathing as soon as possible. Trusses hold their profiles best when they' have beeri prcpeily' plumbed, restrajred and braced with structural sheathing. Sheath early... sheath often! W During construction, distribute material and egitiprrent loads (e.g., plywood, drywall, roofing, tools, etc.) on tie trusses to stay within the limits 11 tt'e carrying capacity for each truss. Make sure the trussi's are adequately restrained and braced BEFORE placing any construction loads on them. " Oril Install HVAC units, fire sprinklers, etc., on trusses -if the`, trusses have been designed to accommodate these specific loads: Review the TDD for the assimed loads and locations. NOTE: Temporarily braced structure: *e NOTsiiitabte for use or occupancy. Restrict access to construction. t personnel only. GO NOT inhabit or stare anything of value in ubicaoiones de los soportes y las condiciones relacionadas con la insta6cii5n.' Conience.a in'stalardcs trusses solo despues_de tuber resuelto cualquier condicir5n desfavorabte, 0 Conecte correctamente Codas las ✓igas ycomponeates que apoyan ceichas antes de Instalarlas trusses. '', t7 Los trusses de lravesano pueden consistir en mas de un truss. Revise los TDW para determrlarel numero-adeeuado de eapas'ylas'metoeos de coriexirsn ccrrectos para ser usados,eri la obra: Cl Use una Barra dewdension a %hasfa Z/a del vano del fuss para los trusses que tengan entre 30pies y 60plea Use una Barra de extension ?/ghasfa'/4 del vano del buss para los trusses pasta mas largo de 60 pies. C7' lostale, restrPcciorr lateral y.'arrfostra diagonal de acucrdo 'con fas directrlces an el PAQUETI: DE OKRA para.e✓ilar que los trusses se caigan durance la instalaci6n. Levante fos trusses usando el espacio de diseno indicado, y mantenga fos trusses verticalesyparaldas con respecto al otro. Arriostre los trusses de forma segura an las soportes. Separe-los trusses a 'una distancia no m6s, de 114 puigadas de la ubicactbn en ei TPD. J Refiera a los documentos de construcci6n, e1 TDD o el TPD (si-requerido por e1 conirato) para ias ubicaciones de los conecforesi: Conectores deben se, sujetados correctamente. Reffera a las especiftcaciones del fabricante de los conectores para informaci6n do,instalacion. C3 lnstale todas restriccianes.permanentes de miembros individuales del truss o refuerzas de miembros secandarfos mostrados. en el TDD. 7 Cumpliese con los requisitos. de arriostre permaaente de estabilidad del edificio, restricciones, -conexi6nes, y del ensamblalja err cameo del propfefarlo o del profeslonal de diseno registradd sus as empleado parelpropietario. Esla 'informacidn as provista tfpicamente. an los documentos de construccion; . 0', Instate el enMblado estructural cuanto antes.. Los trusses se ' 's6stienen'mejor cuanda ban sido aprapiadamente colocados a piomades, restringidas, ariiostradas. y sujetados al entablado ' estructural eorrec'ainente. iAplique el entablado tbmprano... apilquelo con frecuencial 0 Durante 1a cansfiuccion, distrlbuya Jos matenales y cargas de equlpo (ej. ccntrachapado, henamientas, matedafes, etc.) en, los trusses para quedese entre fas limitas de capacidad para cada truss. 'Aseg6rese que fos trusses son restrngidos y arriostrados adeoadamente ANTES de poser algunas cargas 'de construction encima de fos. Solamente instate unidades de HVAC, aspersores del fuego, etc., eh tos trusses si toa trusses son diseilados para confenerlos. `Revise los TDD para las cargas y ubicaciones supuestos. v :.. n temporarily , .. ;y ',• L7 NOTA: Estructuras que son arriostrados temporalmente NO l"C?. . braced structures. SON apropladas para et use o la ocuoacron. Restrinja !a entrada a solamente los abreros. NO habitcT o guardar atguns Cosa de valor entre de Bstfucturas que sonarriostrados femporafinente, To view a non -printing PDP of this document, visit ;bc1ndustM.com/ttbhjbcheck. Undar industry guidefines, ,trusses that have been field altered on the jobsite or Said fas gdfas indusidales, los trusses que han sido oftemclos an el la obra o so- ovenoaded duiing the iristalialion phase, of consructlon may null or void the truss brecargarlos durance la fas? de instalacfr5n de fa tonsbvcci6n, pueden anularo in- rnarufacturers limited.waaanty. Check the truss manufacturer's limited warranty validarla garandh tlmltads 7ue ofrace 1a compahh fabricanfe de sus tresses. Para for specific information. friformacibn eppecifca, reuse fa ga=64 que briada la.companla fabrisanfe. 'runs Tdchnol6gy,ip pails ing BC An information al- ,series tesigned to address the issues anti questions faced by t A r 11 professionals in the bbilding corstruction process. 6300 Enterprise lane • Madison, Wl 53719.608-274-4849.608-2?4-3329 fax • sbc1ndustrycom • wLa@sbcindustry.com Copyrighl 0 2002-2014 Structural Building Components Association. All Rights Reserved Reproduction of this 9ocument, in any fora, is prohibited withoutwritren permission €rom,the publisher. This document should appear in more than one color. Printedin the United States of America, Regulations on fall protection and erection/instaJlation.of trusses in residential construction are contained in OSHA's Fall Protec- tion Standard, 29 CFR 1926 Subpart M(the-Standard). Section 1926.501(b)(13) of the Standard states in part: "Each employee engaged in residential construction activities 6 feet or more above lower levels,shall be protected by guardrail systems; scaf- folding, a safety net system or,a personal fall arrest system." Las regulaciones sobre proteccion contra caldas y /evantamientoAnstalacion de entramados en construccian residential vienen contenidos en la Regulation de Proteccion contra Caidas: de .OSHA, 29 CFR 1926, Subparte: M (el Estandar). La section 1926.501(b)(13) de /a regu/acihn estab/ece en parte: "Cada empleado que participe en actividades de construccOn residential a 6 pies o mas por encima de niveles inferiores deberan estar protegidos poi sistemas, de rampas de proteccion, andamiaje, un sistema de red' de seguridad o un sistema de proteccOn, personal para detenci¢n de caldas." Tuu systems ® DANGER Any part ofah inad- equately braced or sheathed ' roof'or floor truss system used as an anchorage point'for'any type of personal fall arrest system is -dangerous and will increase'the risk of serious injury or death. 0 WARNING Roof and floor trusses that are not properly braced per BCSI or sheathed are not able, to resist lateral impact loads associated with falls. A falling worker attached to an inadequately braced set of trusses could cause -all the ` previously set trusses to col lapse in a domino effect. Q Refer to BCSI-B1* and I§CSI- B2 for recommendations on proper bracing of trusses. Refer to BCSI-B",* for recom- mendations on proper hoisting of trusses. ® DANGER Do not walk on unbi trusses. ® DANGER Do not stand on Tru hang's.until Structural Sheathin, applied.to'thei'Truss and overhiill Sisfemas de Entramanra 1PE14/GR0! Cualquier pieza de un sistema de.entramado.de techo o el piso apuntalado o forrado de forma inadecua- da que se utilice como puntor de anc/aje para cua/quier Upo de sistema de protec- cion personal para detention de caldas es peligroso y aumentara el desgo de lesiones personales de gravedad o la moole. �&..;w1 ?I'EATENCIA! Los entramados de techo y piso que no est6h correctamente apuntalados segOn BCSIo forrados no pueden resistir cargas de impacto lateral asociadas con caldas. Un trabajador que sufra una_calda y que este acoplado a :un conjunto de entramados que no esten apuntalados adecuadamente podria pro- vocar gi.oe Jos en"mados frjados previp- Monte -se colapsen col? cn efecto.domind �f.7►]Sl1Jtt? J✓tl"..5'r_r�'J* mhre� r�cnmendacinn�±.c`para levantar co�recto de Ids entramados. - -iPE IG Op No camine sobre entramados no epuntalados. j-PEI.!GRO! No se pare en e'I'braguero voladizos hasta revestimiento estructural-se ha aplicacio a la armadura y voladizos. B11 Fall 150722 8 DANGER.Do not walk on trusses or gableend frames ly- ing flat, they do not have the structural strength -to. support a worker safely while oriented flat. Site-Specific•Job Hazard-, sessinenf, Fall protection.and safety measures;are jobsite and building specific. The appropriate fall protection method must be determined through a site -specific job hazard assessment (JHA)•'coriducted by_a,qualified person (1) who can -design, install, and use fall protectiort systems 'and is authorized to correct any problems'. The JHA is in- tended to'assist in id'entifyirig risks`and identify'the°Ieast -'hazardous way to 'install trusse' 'Ior a particular job. Fall hazards identified in the JHA shall be. addressed:: with conventional methods whenever,,possible, including: guardrails, scaffolding; safety• nets, .personal:fall arrest systems or catch, platforms.. , Employers must consider whether it is safer to design and install a safe work platform/system around'; hazard. WARNING All'fall protection solutions come with their own inherent hazards during use. A �aumam Addressing fall protection hazards maybe obvious, but other, hazards must also be considered when choosing,the;appropriate site -specific fall protec- tion.systems. This includes: f. electrical hazards, including,p6W6r-lines,, 2. projectile hazards while using pneumatic nail guns; 1. tripping'hazards from cords and.bracirig materials; and, 4. lower level. hazards; such as wall. bracing, which'some fall,protection systems do not protect.against. IPE&IGRO! No, camine sobre entramados ni estruc turas de muro pinion dispuestos horizontalmente ya que,no.poseen la resistencia,estructural para poder soportar a un- trabajadorcon seguridad con orientaci6n horizontal. Evjduad6n: de Peiigras de Tlrabajos" en Silos Especificos _ - _ La proteccion contra, caidas y las. medidas de seguridad son especificas pars. cada sitio de.trabajo o edificio.,El metodo apropiado Para la'protecci& contra caidas de- bera determinarse sfguiendo'una evaluacion de peligros en e/ trabajo (JHA) especificos, realizados por una' per- sona que este califrcada (1) que pueda diseilar, instalar y.utilizar sistemas de, protecci6n para caidas, y que;este autodzada para'corregir cualqui&.problema. La JHA time e/ prop6sito de ayudar en la detec6i6n de' riesgos e identificar la' forma menos peliggrosa para instalar entra- mados para un trabajo en particular.. Los peligros sobre-,de caldas ideniificado§ en la JHA seran tratados.con metodo' convericiona/es cuando •' sea' posible cdhio, por ejemp/o. rampas de protecci6n, andamiaje, cedes de seguridad, sistema de protecci6n personal para'detendi& de caidas o plataformas de agarre. Los- emp/eados deberan-considerarsi-es seguro disenar e instalar una plataformesistema de trabajo seguro a/rededor de un peligro. .IADVERTENCIAI Todas las soluciones de protecci6n contra caidas vienen con sus propios..peligros durante el use gQQW@HOBWA La so/uci6n de peligros' para la proteccion' contra caidas puede ser gbvia, pero deberan consider arse otros peligros al al elegir los sistemas de protecci6n contra caidas apropiado§ para un' sitio espe-cifico. -Esto incluye' 1, peligros de caracteie/ectrico,�como lineas'de.conduc- ci6n electrica; 2, peligros de objetos /anzados violentamente por el use de engrapadoras neurnaticas tipo pisto/a; 3, peligros de tropiezos por cables y materia/es de apunta lamiento; y, 4. peligros de niveles bajos, como un. apunta/amiento de pared, contra to que no protegen los sistemas de protecci6n contra caidas. UUCSU-399 SUD6'SdMAUM SG MET FAR .,Prot6i Eion �Kquipwnent� Installation ® DANGER Individual trusses -alone are NOT designed to SUPPORT fall protection equipment. , ' The Contractor is responsible for the construction ,, means, methods, techniques; sequences,cprocedures, programs;:and safety in:conneciion with the`receipt, storage; handling,.,iristallation, restraining, and bracing . of trusses. Q Refer to ANSI/ASSE*.Z359.2-2QQ7;,.Minimum Require- ments for a Comprehensive Managed Falf Protection Program, for guidance in meeting ,minimum,fall protec-., Von equipment installatida'and use. requirements. This. standard refers to equipment only, and does not apply to the underlying structure to which the ,equipment is att6ched.(2) A &WHON While the equipment itselfmayresist the forces generated by, a falling worker, it is up to a quali- fied person to determine whether the building's struc- tural system to which,the fall protection'equipment is attached meets or exceeds this'standard as well. Scaffolding Use of interior or` exterior scaffolding as a fall arrest'system is permitted, but installation and use must adhere to the Standard requirements in 29 CFR 1926.500. Guard Rails I� I Use of guard rails along the perimeter of the work area as a fall arrest system is permitted, but installation and use must adhere to the Standard requirements:in'29 CFR 1926:500. Roof Peak Anchors. WARNING Completely brace, per BCSI7B1* and BCSI- B2* or sheathtrusses, before installing a, roof anchor'for use as personal fall restralrit system: • ' Installation and use must adhere ••' to the Standard requirements in " 29 CFR 1926.500. A WARNING It is always safest to sheath a section (e.g, 3 or more trusses) of the roof system before installing a roof anchor. for use as a personal fall restraint system. In- stallation and use, must adheretto1he Stan- dard requirements in 29 CFR 1926.500. Instalacion de; fi#iw pa de Poeteccion caidas !PELIGRO! Los entramados individuales por sl solos NO ester; disenados para SOPORTAR equipo de protec- t ci6n contra caidas. Et contratlsta sera responsable de los med/os de. con- d :siru6616n, los metodos, las tecnicas, las secuendas, los procedimientos, los programas, y la seguridad`.en to que' se refiere a recep06n; almacenamiento, manejo, insta- lacion; restricci& y apuntalamiento de entramados C.onsulte'ANSI/ASSE Z359.2-2007, Minimum Require- ments fora Comprehensive Managed Fall. Protection Program (Requisites minimos Para, un programa com- pleto,de protecc/6h,contra caidas) si desea informaci6n pare el cumplimiento de los requisitos minimos para la instalaci6n yuso,'de,.equipo de.protecci6n contra.caidas. Esta norma se refiere a equipo solamente, y no es apli- cab/e a la estructura subyacente'a la que:est6 acoplado el equipo: (2) i&AUX(6X1 Aunque el equipo por si mismo puede resistir las fuerzas generadas por la caida de'un tra- bajador, es responsabilidad de una;persona.caiificada determinar sl el sistema estructura? del edificio al, que se acopla el, equipo,de proteccion contra caidas cumple o supera esta .regulaci6n; tambien. Andamiaje Esta"permitido el use de andamiaje interior o exterior corno sistema para detenci6n de caidas,,pero la insta- lad6n y el use debera adherirse a 'los requisitos regula- torios descritos en 29 CFR 1926.500. Rampas da Proteccion Se permite el use de rampas de proteccion a to largo del pertmetro del area de trabajo Como sistema para ":detend6n de caidas, pero la instalacion y el use de- beran adherirse a losrequisitos de la regulaci6n quese encuentran en 29 CFR 1926.500. Andajes de Ibladb !ADVERTENCIA!Apuntale comp/etamente, segun BCS1-B1*`y SCSI-B2* o' forre los entramados, antes de lnsta/ar un anc/aje de tejado paM su use corho sistema personal de restricci6n de caidas. La instalaci6n y e/ use debera adherirse a los requisitos regulator/os que se indican en 29 CFR 1926.500. !ADVERTENCIA! Siempre es mas seguro forrar una secci6n (por ejemplo, 3 o mas entra- mados) del sistema de " tejado antes de insta/ar un Y anclaje de tejado para use como sistema personal dd restricci6n de caidas. La instalacion y e/ use debera adherirse a Ids requisitos regulatorios que se indi- can en 29 CFR 1926.500. BC0-B99 SUM. MARtV smI5£ii Alternative `Fall Protection Plans = Planes After conducting a JHA, if the qualified person: is. s able.to demon- strate that conventional fall• protection measures are infeasible (3) or present a;greater hazard (4) to •a'pai ticular worker or the entire crew,, an employer may implement a written alternative fall protec- tion•plan,in'compliancewith residential construction fall protection under 29 CFR 1926.561 (b)(1 3):'. 1: The fail protection plan's alternative•measures.must apply to suf- ficiently trained and experienced'workers (5), and'the plan must meet the requirements of 29 CFR 1926.502(k) and be: site -specific. The• use ofWternative measures, shall be used'in conjunction with conventional.fall pro tection.Systems `(6)i and the use of alternative methods shall be as'limited as possible. - Ground Assembly Pre -assemble a truss system on the ground. Fully laterally restrain and, diagonally. brace, per BCSI-B1*-and BCSI,B2 *.the bottom chord and web member planes,:Completely brace, per BCSI-B1* and BCSI-B2* or sheath the top chord plane, for adequate stabil- ity. Lift and set in place. This pre -assembled section may then be used -:as an attachment point for' personal fall restraint anchorage. Definitions (1) Under 29 CFR 1926.503(a)(2), a qualified person is one who should have knowledge, and be able to provide'training to others, in the following areas: "the nature of fall hazards in the work area; the correct procedures for erecting, maintaining, disassembling, and inspecting the fall protection systems to be used; the use and operation of guardrail systems, personal fall arrest systems, safety net'systems;; warning line systems, safety monk toring systems, controlled access zones, and other protection to be used; the role of each employee.in the safety monitoring system when this sys- tem is used; the limitations on the use of mechanical equipment during the performance of roofing work on low -sloped roofs; the correct procedures for the handling andstorage of equipment and materjals and;the erection of overhead protection; and, the role of employees in fall protection plans." (2) Commentary E5.4.2.2 of ANSI/ASSE Z359.2-2007 states, "The Impact of fall forces on beams, columns and their supports other than anchorages are not addressed by this standard." (3) Under 29 CFR 1926.500(b), infeasible means "that it is impossible to perform the construction work using a conventional fall protection system (Le., guardrail system, safety net system, or personal fall arrest system) or that it is technologically impossible to use any one of these systems`to: provide fall protection" . " (4) 29 CFR 1926.501(b)(2)(1) states, "there is a presumption that it is feasible and will not create a greater hazard to implement at least one of the [listed] fall protection systems. Accordingly, the employer has the burden of establishing that it is appropriate to Implement a fall protection plan.which complies with 1926.502(k) for a particular workplace situation, in lieu of implementing any of those systems." (5) 29 CFR 1926,503(a)(1) states, "the employer program shall enable each employee to recognize the hazards of falling and shall, train each employee In the procedures to be followed- In. order to minimize these hazards. (6) Under 29 CFR'1926.500(b), conventional fall protection systems are: "guardrail system, safety net 'system, or personal fall arrest system." Akernativos de Pmgeccion Contra Cal das Despu6s de realizar una evalbacOn JHA, si'la.persona cali- ficada es capaz de demostrar que las medidas convencionales de'0iotecci6n contra caidas son irrealizables (3) o'presentan un ,mayor peligro-(4) para -un trabajador en particular o la cuadril/a entera, un empleador puede,implementar un plan de protecci6n contra,'cafda's a/t6m6tivo por escrito en cumplimiento con 29 CFR 1926.501(b)(13) pars protecci6n contra caidas en construccOn resldenciaL Las medidas alterriativas del plan de protecci6n contra caidas deberan aplicarse a trabajadores suiicientemente capacitados y, efefimentados (5),: y el plan debera cumplir los reguisltos de 29 CFR 1926.502(k) y ser especificas para cada sitio. El use de medidas altemativas se utilizara en conjunct6n con sistemas de protecci6n contra caidas, (6), y el use de metodos alfernativos sera to mas'limitado posible. Montaje en el terrteno Realice el montaje previo de un sistema de entramado en el terreho.'Restrinja laterilmente 06rcompleto y apuntale diago- nalmente la cuerda inferior y los p/anos de la'pleza de enrejado • segun.BCS1-B1,* y BCSI, B2.*Apuntale completamente, segun BCSI-B1 * y BCSI-B2, * o force el plano de la cuerda superior, para conseguir la estabilidad adecuada. Alce y estab/ezca en su lugar. Esta secci6n previamente montada puede utilizarse enton- ces como un-punto de acoplamiento para anc1aje'de'restricc16n personal contra caidas. Definitions (1) Bald 29 CFR 1926.503(a)(2), una persona calificada as aquella que debe tener conocimlentos y aptitud pare proporaonar capacitaci6n a otros, an las areas slguientes: "la naturaleza de los peligros de calda an el area de trabajo; los procedimienlos corrector para levantar, mantener, desmontare inspeccionar los sistemas de protecci6n contra caidas a utilizarse; el use y la operacOn de sistemas de rathpas 'de protecci6n, sistemas personates pars detenci6n de caidas, sistemas de,redes de . '; seguridad, sistemas de linear de advertencias, sistemas de monitoreo de seguridad,, zonas de acceso controlado y otra pfoteccl6n a utlizarse; la funci6n'de cads empleado en el 'sistema de monitoreo de seguridad • cuando se utillce este sistema; las limitaciones sobre el use de equipos mecanicos duranfe la realizacl6n de trebajo en tejados de baja pendi- ente; !os procedimlentos corrector Para el manejo y almacenamrento de equipo y matenales, y la const►uccr6n de protection superior; y la funci6n de los empleados enplanes de protecci6n contra caidas': (2), El comentarlo E5.4.2.2 de ANSI/ASSE Z359:2-2007 establece, Ef rmpacto de las fuerzas de calda sobre vigas,' columnas y sus soportes que no sear anclajes no se tratan en esta norma". (3) Segan 29 CFR 1926.500(b), in'ealizable significa "qua es imposible llevara cibo b[tribajo de construacOn'usando un sistema conventional de protecci6n contra cefdas (por ejemplo, sistemas de rampas de protec- cl6n, sistema de red de seguridad o sistema de protecci6n personal para detenc!6n de caidas),'-o que es tecnol69l66mente imposible usar cualqui- era de estos sistemas para proporclonar protecci6n contra caidas' (4) 29 CFR 1926.501(b)(2)(�) establece que, hay una suposlci6n de que es realizable, y que no se creara un peligro mayoral implementor al memos uno de los sistemas de protecci6n contra caidas �nd�cados]. Por conslguiente, e! empleador,tieneia responsabllidad de astablecer que es aQropiado rmplementar un plan de protec'ci6n contra caidas que se ' adhrere a 1926.502(k) pars una situacidrn particular en el lugar de trebajo, en lugar de rmplementar cualquiera de pesos sistemas'. (5) 29 CFR 1926.503(a)(1) establece que el programs del empleador permltlNa a cads empleado poder reconocer I peligros de caidas y ca- pacitara a cada empleado en los procedimientos a segulr pars minimlzar estos peligros". (6) SegOn 29 CFR 1926.500(b), los sistemas convenclonales de protec- c0n contra•caidas son: "sistema de rampas de proteccl6n, sistema de red de, seguiddad o sistema de protecci6n personal para detenci6n de caidas". *Contact the component manufacturer for more information or consult a Professional Engineer for assistance. To view a non -printing PDF of this document, visit sbcindustry.com/b11. s8cn This document summarizes the information provided in Section 1311 of the 2013 Edition HIM of Building Component Safety Information BCSI - Guide to Good Practice for Handling, r r rERry Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright TRUSS PLATE INSTITUTE w9o9 mluss c0uNcli © 2004-2015 Structural Building Components Association and Truss Plate Institute. 218 North Lee Street, Ste. 312 6300 Enterprise Lane • Madison, W153719 All Rights Reserved. This guide or any part thereof may not be reproduced In any form Alexandria, VA22314 608-274-4849 - sbclndustry.com without the written permission of the publishers. Printed In the United States of America. 703-693-i0i0 - tpinst.ore C cso-IB99 S114POPUJ6i1(t V SN15EY BCSI-B7: Temporary & Permanent Restraint/Bracing for Parallel -Chord Trusses STRONGBACKING PROVISIONS St ongbacking is intended to enhance the performance.of the.truss by helping to limit differential deflection between adjacent trusses and to reduce vibration.- Strongbacking is generally attached near the bottom of .vertiml webs or scans at specified intervals and focatluiis h divawd un the Truss Design Drawing (TDD). ANSI/ TPI 1 provides the following provisions for using strongbacking: Q The Building Designer specifies" if strongbacking is' re- put�ed, rIbUKG DI-Iq Q use a minimum 2x6 (nominal) lumber oriented with.. the depth vertical. Q Attach the ends of "each row of strongbacks to a'wall or an- 0 Attach the strongbacking to each truss with a minimum other secure, end restraint. of three (3) 16d common. nails (0.1624.5"). Shim the M Q Truss include tag, joint -between the strongback and truss to ensure a solid Many Manufacturers will also a supplemental connection. such as the one shown above, to further assist the erection/ isstaliation Contractor in correctly installing strongbac trig. Q The strongbacking shall be-as'continuous as possible. When required to be cut, removed, or modified to al- low for the installation of mechanical and/or plumbing lines, the continuity at the adjoining floor sections 'shall LATERAL RESTRAINT & ` :.,, DIAGONAL° RRA(iiNG be maintained as.specified by the Truss Designer ; . ,z. `AREYERY .IMPORTANT! .` Q .Spacing between strongbacking shall not exceed 1.0'. C1 When specified to. control vibration in floor assemblies, locate the strongbacing as.stipulated on the Truss De- . sign Drawing unless otherwise.specified by the Building Designer. „© When specified to control deflection in,floor assemblies, unless otherwise•speciifiled by the Truss Designer, Install one strongback near the centerline of the truss clear ;, - . 00 NOT WALK ON UNBRACED TRUSSES span when the deflection due to live load exceeds0.67" and install two strongbacks near the centerline of the clear span, or near the"third points of the truss span, when the five load deflection exceeds 0.85". Q Floor.trusses ,with ceilings attached that meet span/480 live load deflection criteria' unless required for a specific fire -rat ' ed assembly or spec- ified In the Construction Documents. Minimum 2x6 FIGURE 87.12 FIGURE 8743 61 �l I, �MOM I ® A FEE �67,l. . I 2 -livi 5111 4 OSB SHEATHING LAMANCO OFF RIDGE VENT FRAMING DETAIL I OR L F I fnWIA-4:11 DMXMF. nk; NZ October 25, 2012 STANDARD BOLT TO SCREW ST-4PLY SCREW TRUSS CONNECTION DETAIL MiT& USA, Inc. Page 1 of =ED 0 00 0 00 a MITek USA, Inc. Four ply girder trusses are to be connected together using the nailing or screw schedule provided by Mitek 20/20 software. In addition to the nailing typically specified, 1/2" dia. bolts are sometimes specified throughout certain chords as indicated on the truss design drawing. In lieu of these bolts, the following wood screws may be used: USP WS6, MIT& Trusslok 6", or equivalent. These screws are to be installed.in two. rows spaced 24"o.c. in 2x 6-and larger chords (use one row in 2x 4 chords) as shown in the detail below. These connections are intended10 provide clamping force to aid in allowing the four ply assembly to act as a unit and are not included in the calculation of ply'to ply load transfer. TREWS 2 n I - 24" 2" 24" I SCREWS MAY ALSO BE STAGGERED AS SHOWN Please note that screws are not required from the back face. However, it is vitally important that the plies are tightly clamped together during the installation of the screws to prevent gaps between the plies. For trusses where screws are specified for the ply to ply connection instead of nails, the bolts called in the connection notes may be omitted. 141P TRUSS BLOCKING REQUIREMENTS all V- I 13/4" BLOCK LOCK 12 -2X BLOCKMG TYP --)X BLOCKENG TYP �,DW, 10D 12"O.C. NAILED %V..-' 101) 12" 0. C. PRE - ENGD TRUSS ES • � / / --- � Fes, € (� i. '0`10- UM XLX.)[-J- - StIF 'I EING .),14ki)ZA VJ If-.MrJWnl Wr 11tr-AlWa-3 ZVLd FILJ1 (2)dX ISLUL-1UNU UNb. mu'4 L ONE BACK OF HIP TROSS FLAT TOP CHORD NOTE. NO BLOCKING IS REQUIRED ON 4/12 AND BELO'"' PITCHED ROOFS TOE -NAILED CONNECTIONS AT BEARING LOCATIONS A v A 90 l31---(3RF:',I-i�ANCLEISQIJARECIJT Connectim at A Cunnocdon at C L/3 I Od (0. 131 x T) nails 0 45.,DEGR'CE ANGLE I SQUARE CUT Colinectibn at B - 1 '2 . A, CONNECTION VALUES: GRAVITY (3)IOD 320 (3))1 6D -3,55 UPLiFT 385 402 Mind IDading: Basicvvind spuexl is 160 MI-B 0-T12.12M). F.a'psulv Category B 01. C. cj=pancy clttgore 4.8 .x%f'top chord dead load. 4.2 -xsf bottom chord dead lmd. 25' toot llotght \M'rRS gable od zone. Bmlou:d building (Cond. 1) Durnion of load iJq 1.160 L= NMI- LENGTH TN OCTOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS ST-REP01 Al AND DAMAGED OR MISSING,CHORD SPLICE PLATES L�aa 0 00 0 00 a MiTek USA, Inc. MiTek USA, Inc. rage' 1 O1 TOTAL NUMBER O NAILS EACH SIDE OF BREAK ' x INCHES MAXIMUM FORCE (Ibs) 15% LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2z6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 , 26 39 ..30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 1 2125 3187 38 57 .• 42" 3169, 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 *DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS,SHOWN.(.131 "dia. is 3") STAGGER NAIL SPACING.FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0'MEMBER'END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12. (C=PLATE LENGTH FORSPLICEREPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FO_ LLOWS: �A _ L=(2)X+C � 2 BREAK k 3 l�pl • 10d NAILS NEARSIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT, AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR.JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE -USED ONLY FOR THE APPLICATION.SHO,WN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS .WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. I 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF. NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. Job' Truss Truss Type Qty Ply 2692.A Base 2692 FG01 Floor Girder 1 1 Job Reterence (optional) Maronda Homes, Sanford, Michael Nuben KUn: m4L O NUg LD LULU rnn[: 8.44U JHU9 LO LULU IVII IUK IIIUUDIllub. II II:. I Ilu IVUV IL U0.4-4 f', U.. I ID:dOnWYeYET6W51zg?xyMSjYyEeWR-auiJoa4HIVgbr6f QgF0aP?OhmJrp2cRgWmzTxyK_pc "T 1.5x4 1.5x4 3x8 1 2 3 " T1 o- 6' 1 4 5 7 • •0 46 4x6 3xl0 3-0-14 3-0-14 Scale = 1:20.9 Loading (psf) Spacing 2-0-0 CSI , DEFL in (loc) I/defl _ Ud PLATES GRIP , TCLL 40.0 Plate Grip DOL 1.00 TC 0.07• +Vert(LL) 0.00 5 >999 360 MT20 , 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.16 • Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FRC2020/TPI2014 . Matrix -MP Weight: 18lb FT= 11% LUMBER BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, . BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=640/0-3-8, (min. 0-1-8), 6=459/ Mechanical, (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 5-6=0/509, 5-7=0/509, 4-7=0/509 WEBS 24=618/0, 2-6=-618/0, 2-5=0/566 NOTES 1) Refer to girder(s) for truss to truss connections. " ''• 2) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strorigbacks to be attached to walls of their outer ends or restrained by other means. 3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 793 Ib down'at 1-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. " LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase--1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 4-6=-10, 1-3=100 Concentrated Loads (Ib) Vert: 7=793 Job Truss Truss Type City Ply 2692 A Base _ 2692 H4411F Hip ,., : 2 1 Job Reference (optional) Maronda Homes, Sanford; M1Cnael Nunen LO M i -D-3-= Kun: tf.4z J Aug zo zuzu Ymx: m4zu o Aug zo zuzu mi lex Inuusine5, InG , nu my Iz Viz-- ray.. , ID:dOnWYeYET6W51zg?xyMSlYyEeWRauiJoa4HIVgbr6f QgFOaP?BFmAEpwKRgWmzTxyK•pc -0-10-8 40-1b-8 6 2-8 11-0-0 17-0-0 23-0-0 29-0-0 33-9-8 40-0-0 6-2-8 4-9-9 6-0-0 6-0-0 6-" 4-9 9 6-2-8 0-10-8 0-10-8 5x6 3x4 5x6 WB 3x4 5x6 3x8 1.5x4 3x8 46 3x4 4x6 3x8 1.5x4 3x8 1 6 2 8 l 11-1-12 i 20-0-0 I 28 10 4 __ t 33-9-8 ( 40-0-0 l 6 2-8 4-11-5 8-10-4 8-10-4 411-5 ) 6-2-8 1 Scale =1:71 Plate Offsets (X, Y): [2:0-0-2;Edge], [6:0-3-0,Edge], [10:0-0-2,Edge] Loading (psf) Spaoing ' 2-0-0 CSI DEFL in (loc) I/deft Ud- PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC' 0.93 Vert(LL) 0.85 15-17 >568 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.79 15-17 >605 180 BCLL 0.0 • Rep Stress Incr YES WB • 0.69 Horz(CT) -0.22 ' 10 n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix-MSWeight 189 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pddins. BOT CHORD 2x4 SP No.2'Except• B2:2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.. WEBS 2x4 SP No.2 ;•s, OTHERS 2x4 SP No.2 REACTIONS (lb/size) 2=1360/0-3-8, (min. 0-1-10), 10=1360/0-3-8, (min. 0-1-10) Max Horiz 2=136 (LC 10) Max Uplift 2=-1215 (LC 6), 10=1215 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD. :: 2725=3544/3589, 25-26=-3517/3589, 3-26=3481/3597, 3-4.=-3060/3161, 427=-2895/3085, 5-27=2895/3085, 5-28=3575/3677, 6-28=3575/3677, 6-7=3575/3677, 7-29=-2895/3085, 8-29=-2895/3085, 8-9= 3060/3161, 9-30=-348113597,30-31=-3517/3589,10-31=-3544/3589 - BOTCHORD 2-18=3274/3337, 17-18=-3274/3337, 16-17=3366/3499, 15-16=3366/3499, 14-15=-3366/3499, 13-14=-3366/3499, 12-13=3274/3337, 10-12=3274/3337 WEBS' 3-17=538/620, 4-17=-570l730, 5-17=-810/801, 5-15=-139/338, 7-1 5=1 39/338, 7-13=-810/801, 8-13=570/730, ; 9-13=-538/620 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior lone and C-C Exterior(2E)-0-10-8 to 3-1-8, Interior (1) 3-1-8 to 5-4-2, Exterior(2R) 5-4-2 to 16-7-14, Interior (1) 16-7-14 to 23-4-2, Exterior(2R) 23-4-2 to 34-7-14, Interior (1) 34-7-14 to 36-10-8, Exterior(2E) 36-10-8 to 40-10-8 zone;C-C for members and forces & MWFRS for reactions shown; 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1215 lb uplift atjoint 2 and 1215 lb uplift at joint 10. LOAD CASE(S) Standard Job' Truss Truss Type Qty Ply 2692 A Base 2692 H4413F , Hip, _ 2 1 Job Reference (optional) Maronda Homes, Sanford, Mlcnael Nuoen Kun: m4z a rwy za zUzv rnnc: a.vzu a Auy zo zVcu mnan umu L—b, a m. 111. 1- rays. ID:dOnWYeYET6W51zg?xyMSjYyEeWR-auiJoa4HlVgbr6f QgFOaP?AgmAxpxGRgWmtTx K_pc -0-10-8 40-10-8 -14 13=0-0 20-0-0 27=0-0- 33-1-2 40-0-0 -14 6-10 6-1-2 7-0-0 7-0-0 6-1-2 6-10-14 0-10-8 0-10-8 MT20HS 5x10 ' 1.5x4 MT20HS 5x10 3x8 1.5x4 3x4 4x6 3x8 4x6 1.5x4 3x8 3x4 6-10-14 13-1-12 20-0-0 26-10-4 33-1-2 40-0-0 6-10-14 6-2-14 6-10 4 6 10 4 6-2-14' 6-10-14 Scale=1:71.1 Plate Offsets (X, Y): [2:0-0-2,Edge], [4:0-6-4,0-2-4], [6:0-6-4,0-2-4], [8:0-0-2,Edge] Loading (psf) Spacing 1 2-0-0 CSI DEFL . in (loc) Well Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.70 13-15 >683 . 240-MT20HS 187/143 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.65 13-15 >736 ^180 MT20 244/190 BCLL 0.0' Rep Stress Incr YES WB 0.63 Horz(CT) -0.21 8 n/a Wa • •. BCDL 10.0 Code FRC2020/TPI2014 Matrix-MS-Weight:190lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2'ExcepY T2:2x4 SP.No.1 D TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4,SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=1360/0-3-8, (min. 0-1-10), 8=1360/0-3-8, (min. 0-1-10) Max Horiz 2=158 (LC 10) " Max Uplift 2=-1198 (LC 6), 8=-1198 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-3520/3571, 3-23=3491/3581, 3-24=-2864/3014, 4-24=-2858/3031, 4-25=3083/3385, 5-25=-3083/3385, 5-26=-3083/3385,6-26=3083/3385,6-27=-2858/3031,7-27=-2864/3014;7-28=-3491/3581,8-28=-3520/3571 BOT CHORD 2-16=-3254/3312, 15-16=-3254/3312, 14-15=-2553/2683, 13-14=2553/2683, 12-13=2553/2683, 11:-12=2553/2683, 10-11=3254/3312, 8-10=-3254/3312 .. I - • . WEBS 3-16=0/259, 3-15=-715855, 4-15=-191/457, 4-13=559/607, 5-13=-368/616, 6-13=559/607, 6-11=-1911457, .' ' 7-11=-715/755, 7-10=0/259 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp Q. Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-0-10-8 to 3-1-8, Interior (1) 3-1-8 to 7-4-2, Exterior(2R) 7-4-2 to 18-7-14, Interior (1) 1877-14 to 21-4-2, Exterior(2R) 21-4-2 to 32-7-14, Interior (1) 32-7-14 to 36-10-8, Exterior(2E) 36-10-8 to 40-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20,Opsf on the bottom chord.in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and arty other members. 7) Provide mechanical connection (by others): of truss to bearing plate capable of withstanding 1198 lb uplift atjoint 2 and 1198 lb uplift atjoint 6., LOAD CASE(S) Standard 0 Job Truss Truss Type City Ply 2692 H4415F Hip 2 1 I 12692ABase Job Reference (optional) Maronda Homes, Sanford, Michael Nuben J_ -0-3-= Run: 8.42 S Aug 25 2020 Print 8.420 S Aug 25 2020 MiTek Industries, Inc. Thu Nov 12 08:43:53 Page: 1 ID:dOnWYeYET6W5Izg?xyMSjYyEeWR-auiJoa4HIVgbr6f QgFOaP?BPmCQpstRgWmzTxyK_pc -0-10-8 l_ l 7-10-14 2-12 40-0-0 40l -1.0l-8 7-10-14 75-2 25-0-0 500 31-2 7-10-14 0-10-8 0 10-8 5x6 3x4 5x6 4P 5 6 7 46 1.5x4 5x6 WB 3x8 1.5x4 4x6 L_ 771100--4 _ 3x8 ..5x6 WB 2 24-10-4 32112 40-0-0 17-2-14 9-8-8 -4 I 7-10-14 Scale=1:71.2 Plate Offsets (X, Y): [4:0-3-0,Edge], [8:0-3-0,Edge] Loading (psf) Spacing 2-0-0 CS' DEFL in (loc) I/defl L/d PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.26 TC 0.92 Ve I(LL) 0.56 14-15 >863 24dO MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79' Vert(CT) -0.85 14-15 >56fi 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.91 Horz(CT) 0.17 10 ' n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MS Weight 1921b FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* T1:2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or-2-2-0 oc purlins. BOT CHORD 2x4 SP NoA D BOT CHORD Rigid ceiling directly applied or 3-6-15 oc bracing.: WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (lb/size) 2=1360/0-3-8, (min. 0-1-8), 10=1360/0-3-8, (min. 0-1-8) Max Horiz 2=181 (LC 14) Max Uplift 2=-1179 (LC 6), 10=1179 (LC 7) Max Grav 2=1509 (LC 2), 1 0=1 509 (LC 2) FORCES (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-24=3860/3498, 3-24=3837/3511, 3-4=3012/2820, 4-25=3005/2822, 5-25=-2964/2839, 5-6=2832/2794, 6-7=-2832/2794, 7-26=-2964/2839, 8-26=300512822, 8-9=3012/2820, 9-27=-3837/3511, 10-27=3860/3498 BOT CHORD 2-17=3177/3640, 16-17=-3177/3640, 15-16=-3177/3640, 15-28=2541/2925, 28-29=-2541/2925, 14-29==2541/2925, 13-14=3177/3640, 12-13=3177/3640, 10-12=-3177/3640 WEBS 3-17=0/289, 3-15=887/911, 5-15=422J732, 6-15=-302/389, 6-14=-302/389, 7-14=-422/732, 9-14=-887/911, 9-12=0/289 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat: II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-0-10-8 to 3-1-8, Interior (1) 3-1-8 to 9-4-2, Eidedor(2R) 9-4-2 to 30-7-14, Interior (1) 30-7-14 to 36-10-8, Exterior(2E) 36=10-8 to 40-10-8 zone;C-C for members and forces & MWFRS for reactions shown; 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 3-06-00 tall by. 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1179 lb uplift at joint 2 and 1179 lb uplift at joint 10. LOAD CASE(S) Standard Job' Truss Truss -Type ;r Qty Ply 2692ABase 2692 H4417F Hip 2 I 1 JobReference (optional) Maronda Homes, Sanford, MICnael NUDen ' • Kun: m4L b Aug Lo LULU vnnL t5.4Lu O Aug LD zulu ml IeK Inuubmub, mu. I Ilu IVuv 14 —.4— ID:dOnWYeYET6W5Izg?xyMSiYyEeWR-24Gh?w5w3coSSGEA NmF6cYNFAY YP4a2AWWiOyK_pb 6-0-11 11-7-4 17-0-0 23-0-0 28 4 12 33 11-5 40-0-0 40-10 8 - 6-0-11 5 6-10 5 4-12 6-0-0 5 4-12 5 6-10 6-0-11 0-10-8 0-10-8 5x6 5x8 6 26 7 3x6 3x4 4ii8'; 3x8 3x4 :'4x6 3x4 3x6 l 8-10-14 l 17-1-12 - 22-10-4 I 31-1-2 I 40-0-0 I 8-10-14 8-2-14 ` 5 8-8 8-2-14 8-10-14 Scale=1:71.3 Plate Offsets (X, Y): [2:0-0-6,Edge], [4:0-3-0,Edge], [7:0-5-4,0-2-8], [9:0-3-0,Edge], [11:0-0-2,Edge] Loading (psf) IS 2-0-0 CS' DEFL in (loc) I/deft Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.57 15-16 >836 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.58 13-15 >825 180 BCLL 0.0" Rep Stress lncr .YES WI3 0.53 Horz(CT) -0.16 11 n/a n/a BCDL 10.0 • 'Code FRC2020/TP12014 Matrix -MS Weight 195 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.or 2-7-10 oc pur ins. BOT CHORD 2x4 SP No.1 D *Except B2:2x4 SP No.2 BOT CHORD Rigid ceiling.directly applied or 3-7-4 ocbracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=1360/0-3-8, (min. 0-1-8), 11=1360/0-3-8, (min. 0-1-8) Max Horiz 2=204 (LC 10) Max Uplift 2=-1156 (LC 6), 11=-1156 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-3520/3440, 3-25=3494/3447, 3-4=3265/3180, 4-5=3225/3188, 5=6=2440/2593, 6-26=2320/2541,. 7-26=-2320/2541,7-8=-2439/2592,8-9=-3225/3188,9-10=-3265/3180,10-27=-3495/3447,11-27=-3521/3440. BOTCHORD 2-18=3132/3318, 17-18=2631/2802, 16-17=-2631/2802, 15-16=2034/2287, 14-15=-2631/2802, 13-14=-2631/2802, 11-13=3132/3318 WEBS 5-18=249/534, 6-16=-348/545, 7-15=348/545, B-15=-668/741, 3-18=335/514, 10-13=335/514, 8-13=-250/534, 5-16=667/741 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS,(envelops) exterior zone and C-C Exterior(2E)-0-10-8 to 3-1-8, Interior (1)-3-1-8 to 11-4-2, Exterior(2R) 11.4-2 to 28-4-12, Interior (1) 28-4-12"to 36-10-8, Exterior(2E) 36-10-8 to 40-10-8 zone;C-C for members and forces & MWFRS for reactions shown; 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members:, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1156 lb uplift atjoint 2 and 1156 Ib uplift atjoint 11. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply 2692 A Base 2692 H4419F 1 Hip. 1. 2 1 Job'Reference(optional) Maronda Homes, Sanford, Michael NuGen 6-0-12 0-10-8 Faun: U.42 5 Aug zo zU2U Nnnr: S.42U S Aug 2O zuzu MI leK Inausifies, mc. 1 nU NOV 7z UUAZ5:c4 Page: i I D:dOnWYeYET6W51zg?xyMS)YyEeWR-24Gh?w5w3ooSSGEA_NmF6cYM?AY2YLAa2AW W7OyK_pb 6-0-12 12-0-0 1 1-5-0 H 5x6 5x6 6 27 7 6-0-12 0-1 2 3x8 3x4 4x6 3x4 3x4 4x6 3x4 3x8 20-10-4 L 9-11-15 L 19-1-12 l l 30-0-0 l 40-0-0 I 9 11-15 T 9-1-12 1-8 8 9-1-13 10-M Scale=1:71.3 Plate Offsets (X, Y): [2:0-0-2,Edge], [4:0-3-0,Edge], [9:0-3-0,Edge], [11:0-0-2,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Udr PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC • 0.93. Vert(LL) 0.66 16-18 >725 240 -MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.63 16-18 >763 180 BCLL 0.0 • Rep Stress Incr YES WB 0.78 Horz(CT) -0.16 11 n/a n/a - BCDL 10.0 Code FRC2020/TPI2014 Matrix -MS Weight 191lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.1 D *Except* B2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-7-11 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=1360/0-3-8, (min. 0-1-8), 11=1360/0-3-8, (min. 0-1-8) Max Horiz 2=226 (LC 10) Max Uplift 2=-1131 (LC 6), 11=-1131 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 2-25=3471/3304, 3-25=3446/3314, 3-4=3173/2995, 4-5=3128/3010, 5-26=2238/2318, 6-26=2232/2334, 6-27=-2136/2302, 7-27=2136/2302; 7-28=-2232/2334, 8-28=-2238/2318, 8-9=3128/3010, 9-10=-3173/2995, 10-29=3446/3314,11-29=-3471/3304 - I . • BOT CHORD 2-18=2997/3270, 17-18=-2424/2682, 16-17=-2424/2682, 15-16=1743/2088, 14-15=-2424/2682, 13-14=-2424/2682, 11-13=2997/3270 WEBS 3-18=-385/578, 5-18=298/600, 5-16=770/867, 6-16=-422/537, 7-15=-422/537, 8-15=-770/868, 8-13=298/600, 10-13=385/578 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph' (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat[[' Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Extedor(2E)-0-10-8 to 3-1-8, Interior (1) 3-1-8 to 13-4-2, Exterior(2R) 13-4-2 to 26-7-14, Interior (1) 26-7-14 to 36-10-8, Exterior(2E).36-10-8 to 40-10-8 zone;C-C for members and forces & MWFRS for reactions shown; 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 non'concurrent with any other live loads. ' 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and:. any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1131 lb uplift atjoint 11 and 1131 lb uplift atjoint 2. LOAD CASE(S) Standard Job' Truss s Type Qty Ply 2692 A Base 2692 HGR4409F.. THiupGirder 2 2 Job' Reference (optional)' ` Maronde Homes; Sanford, Michael Nuben Run: 8.42'S Aug 25 2020 Print: 8.420 S Aug 25 2020 MiTek Industries, Inc. Thu Nov 12 08:43:54 Page: 1 ,r ID:dOnWYeYET6W51zg?xyMSjYyEeWR-24Gh?w5w3coSSGEA NmF6cYMiAYgYQ9a2AVVMOyK_pb -0-10-8 40-10-8 I I 5-1-14 I 9-0-0 t 14-5-2 l 20-0-0 l 25 6-14 L_ 31-0-0_ I 34-10-2 l 40-0-0 l l 5 1-14 3-10-2 5-5-2 5 6-14 5_6-14 5-5-2 3_10-2 5-1-14 1 1 0-10-8 0-10-8 MT18HS 6x8 4x6 MT20HS 10x10 4x6 MT18HS 6x8 4P 4 23 24 525 26 27 6 28 29 307 31 32 8 3x4 T 2 ' T2 i \ 3x 9 r' \\� 5 5 1 2 . __ i _ 10 11 22 18 17 33 34 16 35 36 37 15 38 39 40 14 41 42 13 12 4x8 2x4 6x8 MT20HS 10x10 48 MT20HS 10x10 6x8 2x4 4x8 ( 51-14 l 8-104 I 14-5-2 l 20-0-0 I 25-6-14 I 31-1-12 [ 34-10-2 _L 40-0-0 I 5 1-14 3--8-6 5-6 14 5 6-14 5-6 14 5-6-14 3 8-6 5-1-14 Scale =1:71 Plate Offsets (X, Y): [2:0-3-2,0-0-12], [4:0-4-0,0-2-6], [8:0-4-0,0-2-6], [10:0-3-2,0.0-12], [13:0-3-8,0-4-4], [14:0-4-12,0-5-0], [16:0-4-12,0-5-0], [17:0-3-8,0-4-4] Loading (psf) Spacing 2-0-0 CS' DEFL in (loc) I/dell Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 1.16 15-16 >412 240 MT18HS 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.92 15-16 >517 180 MT20 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) -0.20 10 n/a n/a MT20HS 187/143 BCDL 10.0 Code FRC2020/TPI2014 Matrix -MS Weight: 488 Ib FT = 20% LUMBER TOP CHORD 2x4 SP No.2 *Except* T2:2x6 SP No.1D BOT CHORD 2x6 SP No.1 D WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. REACTIONS (lb/size) 2=3444/0-3-8, (min. 0-1-12), 10=3444/0-3-8, (min. 0-1-12) Max Horiz 2=110 (LC 8) Max Uplift 2=-3295 (LC 4), 10=-3295 (LC 5) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9900/9323, 34=9908/9405, 4-23=12245/11649, 23-24=12246/11650, 5-24=12247/11650, 5-25=-13473/12772, 25-26=13473/12772. 26-27=-13473112772, 6-27=13473/12772, 6-28=-13473/12772, 28-29=-13473/12772, 29-30=13473/12772, 7-30=13473/12772, 7-31=12247/11650, 31-32=-12246/11650, 8-32=-12245/11650, 8-9=-9908/9405, 9-10=-9900/9325 BOT CHORD 2-18=-8812/9357, 17-18=-8812/9357, 17-33=-8746/9324, 33-34=8746/9324, 16-34=-8746/9324, 16-35=-11644/12390, 35-36=11644/12390, 36-37=11644/12390, 15-37=11644112390, 15-38=11568/12390, 38-39=11568/12390, 39-40=11568/12390, 14-40=-11568/12390, 14-41=8651/9324, 41-42=-8651/9324, 13-42=-8651/9324, 12-13=8718/9357, 10-12=8718/9357 WEBS 3-18=-157/259, 3-17=-273/548, 4-17=1118/1293, 8-13=-1118/1293, 9-13=275/550, 9-12=-157/260, 8-14=3254/3438, 5-1 6=-1 012/1175, 4-16=3255/3438, 5-15=-1228/1265, 6-15=-279/467, 7-1 5=-1 229/1265, 7-14=-1012/1175 NOTES 1) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7p • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and ally other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3295 Ib uplift atjoint 2 and 3295 Ib uplift at joint 10. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 Ib down and 137 Ib up at 9-0-0, 23 Ib down and 73 Ib up at 11-0-12, 23 Ib down and 73 Ib up at 13-0-12, 23 Ib down and 73 Ib up at 15-0-12, 23 Ib down and 73 Ib up at 17-0-12, 23 Ib down and 72 Ib up at 19-0-12, 23 Ib down and 72 Ib up at 20-11-4. 23 Ib down and 73 Ib up at 22-11-4, 23 Ib down and 73 Ib up at 24-11-4, 23 Ib down and 73 Ib up at 26-11-4, and 23 Ib down and 73 Ib up at 28-11-4, and 61 Ib down and 137 Ib up at 31-0-0 on top chord, and 887 Ib down and 857 Ib up at 8-10-15, 229 Ib down and 204 Ib up at 11-0-12, 229 Ib down and 204 Ib up at 13-0-12, 229 Ib down and 204 Ib up at 15-0-12, 229 Ib down and 204 Ib up at 17-0-12, 229 Ib down and 204 Ib up at 19-0-12, 229 Ib down and 204 Ito up at 20-11-4, 229 Ib down and 204 Ib up at 22-11-4, 229 Ib down and 204 Ib up at 24-11-4, 229 Ib down and 204 Ib up at 26-11-4, and 229 Ib down and 204 Ib up at 28-11-4, and 887 Ib down and 857 Ib up at 30-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard comp aoopg�2 Jab Truss Truss Type City Ply 2692 A Base 2692 HGR44O9F Hip, Girder 2 2 Job Reference (optional) - Maronda Homes, Sanford, Michael " Run: 8.42'S Aug 25 2020 Print: 8.420 S Aug 25 2020 MiTek Industdes, Inc. Thu Nov.12 08:43:54 Page:,2 I D:dOnWYeYET6 W51zg7xyMSjYyEeWR-24Gh?w5w3ooSSGEA_NmF6cYMiAYgYQga2AWVV1OyK_pb 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-46, 4-8=-46, 8-11=-46, 2-10=20 Concentrated Loads (lb) Vert: 4=15, 8=15, 17=887, 13=-887, 23=-7, 24=-7, 25=-7, 26=7, 27=-7, 28=7, 29=7, 30=7, 31=-7, 32=-7, 33=229, 34=-229, 35=229, 36=229, 37=-229, 36=229, 39=-229, 40=229, 41=-229, 42=229 r Job' Truss Truss Type Qty Ply 2692ABase 2692 J14F Jack-0 en F 8 1 I `Job Reference (optional) Maronaa Homes, Santora, Micnael Nuoen 0-1 -3 0-3-15 J. KUn: 0.4L a AUg LO LULU I-rIn[. 0.4LU ,l. AUq La LULU IVII I IUUU*L[,.., II IU. I IIu IV IL UO.YJ I bl.. I ID:dOnWYeYET6W51zg?xyMSjYyEeWR-24Gh?w5w3ooSSGEA NmF6cYZ7AksYXLa2AWWtOyK_pb -0-10-8 1-M 0410-8 1-" 4 12 r 3 2 4 2x4 Scale=1:17.3 Loading (Os f) Spacing 24YO CSI DEFL in (loc) I/defl • Ud 'PLATES GRIP TCLL (roof) - 16.0 Plate Grip DOL 1.25 TC 0.09 Veit(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25'1 BC 0.01 • Vert(CT) n/a n/a 999 , BCLL 0.0 * Rep Stress Incr YES WB • 0.00 Horz(CT) n/a n/a n/a I BCDL 10.0 Code FRC2020/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER BRACING TOP CHORD • 2x4'SP No:2 • TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP• No.2 ` - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=91/0-3-8, (min. 0-1-8), 3=10/ Mechanical, (min. 0-1-8), 4=4/ Mechanical, (min. 0-1-8) Max Horiz 2=57 (LC 6) Max Uplift 2=-150 (LC 6), 3=-10 (LC 10) Max Grav 2=91 (LC 1), 3=11 (LC 3), 4=12 (LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) exteriorzone and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 2) This truss has been designed far 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 3-06-00 tall by 2-00-00 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 10 lb uplift at joint 3 and 150 lb.uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply ,2692ABase 2692 J34F Jack -Open 8 I 1 I Job Reference (optional) Maronda Homes, Sanford, Mlchael Nuben 0-3=15 I 1 KUn: 6.42 5 AUg Zb ZUZU NMt UAZU 5 AUg Zb ZUZU MI IeK Inausines, inc. 1 nu i'mv iz utl:43:00 vage:,i ID:dOnWYeYET6W5lzg?xyMSjYyEeWR-24Gh?w5WbooSSGEA NmF6cYYWAi YXLa2AVNM0yK_pb -0-10-5 3-0-0 0-10-8 3-0-0 4 r 2 61 4 2x4 Scale=1:18.5 3-0-0 Loading (psf) Spacing 2-0 0 CSI DEFL in (loc) I/deft Ud PLATES, GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.13' Vert(LL) 0.01 4-7 >999 240 MT20. 244/190 TCDL 7.0 Lumber DOL 1.25 BC:' 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0' Rep Stress Incr -YES VVB 0.00 HoR(CT) n/a - n/a , n/a BCDL %0 Code FRC2020/TP12014 Matrix -MP Weight 11lb FT=20% LUMBER BRACING " TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing., REACTIONS (lb/size) 2=143/0-3-8, (min. 0-1-8), 3=56/ Mechanical, (min. 0-1-8), 4=35/ Mechanical, (min. 0-1-8) Max Horiz 2=108 (LC 6) Max Uplift 2=-171 (LC 6), 3=83 (LC 10), 4=9 (LC 10) Max Grav 2=143 (LC 1), 3=56 (LC 1), 4=50 (LC 3) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE'7-16;,Vult=160mph (3-second dust) Vasd=124mph; TCDL=4:2psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; 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 alive load of 20.Opsf on the bottom chord -in all areas where a rectangle 3-06-00 tall:by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 83 lb uplift at joint 3, 171, lb uplift atjoint2 and 9 lb uplift at joint 4.. LOAD CASE(S) Standard Job' Truss Truss Type Qty Ply A Base 2692 J54F Jack -Open 8 I 1 I 12692 Job'Reference (optional) Maronda Homes, Sanford, Michael Nuben 0-3-15 �. d KUn: U.42 5 AUg Zb ZUZU vnni: U.4ZU b AUg ZO ZUZU MI IeK InousmeS, Inc. I nu rvov 7Z =45.o0, rage. I ID:dOnWYeYET6W51zg?xyMSlYyEeWR-24Gh?w5w3ooSSGEA NmF6cYTtAdpYXLa2AWW7OyK_pb -0-10-8 5-0-0 0-10-8 5-0-0 3x4 12 4r Scale = 1:19.6 5-0-0 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud _PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25. TC 0.49 Vert(LL) 0.07 '4-7 >835 240 MT20 . 244/166 TCDL 7.0 Lumber DOL 1.25 BC , 0.46 Vert(CT) -0.06 4-7 >912 186 BCLL 0.0'- Rep Stress Incr YES', WB 0.00 Horz(CT) 0.00 3 'n/a n/,a BCDL 10.0 Code FRC2020/TP12014 Matrix -MP Weight17lb FT=20% LUMBER _... BRACING _ TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) • 2=207/0-3-8, (min. 0-1-8), 3=99/ Mechanical, (min: 0-1-8),, ' 4=60/ Mechanical, (min. 0-1-8) Max Horiz 2=161 (LC 6) Max Uplift 2=-215 (LC 6), 3=152 (LC 10). 4=-10 (LC 10) Max Grav 2=207 (LC 1), 3=99 (LC 1), 4=87 (LC 3) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. I I; Exp C;, Endosed; MWFRS (envelope), exterior zone and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; 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 3-06-00 tall by 2-00-00 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 ca0able�of.withstanding 152 lb uplift at joint 3, 215 lb uplift at joint 2 and 10 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2692 A Base 2692 J74F Jack -Open $ 1 Job'Reference (optional) Maronda Homes, Sanford, Michael Nuben 0 + Run: 8.42 5 Aug 25 2020 Print 8.420 5 Aug 25 2020 MITeK Indusmes, Inc. Thu Nov 12 05:43:55 Page: 7 I D:dOn W YeYET6 W51zg?xyMSjYyEeWR-24Gh?w5w3ooSSG EA_NmF6cYUHAecY Wea2AW W?OyK_pb 0-10-8 4-5-1 7-0-0 0-10 8 45-1 2-6-15 3x4 3x4 7-I0-I0 6-9-15 L I 6-9-15 ur " r; N � Scale = 1:25.4 0-2-1 Plate Offsets (X,, Y): _[2:0-1-6,Edge] Loading (psf) Spacing 2=0-0 CSI DEFL in (loc) I/dett Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip• DOL 1.25 TC 0.40 Vert(LL) -0.07 5-8 >9g9 240 MT20 ' 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.14 5-8 >609 180 BCLL_ 0.0'_ Rep Stress Incr YES WB 0.11 Hod(CT) ' 0.00 5 n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MP Weight 27 Ito FT = 20% LUMBER' BRACING TOP CHORD 2x4 SP N6.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD: WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=273/0-3-8, (min. 0-1-8), 4=30/ Mechanical, (min. 0-1-8), 5=196/ Mechanical, (min. 0-1-8) Max Horiz 2=213 (LC 6) Max Uplift 2=-264 (LC 6), 4=78 (LC 6), 5=-152 (LC 10) Max Grav 2=273 (LC 1), 4=30 (LC 1), 5=198 (LC 3) Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 7-6-6 oc bracing. FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=317/407 BOT CHORD 2-5=-578/391 WEBS 3-5=-441/651 NOTES 1) Wind: ASCE 7-16;,Vult=160mph (3-second,gust) Vasd=124mph; TCDL=4.2psf;.BCDL=6.0psf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (enyelope)'exterior zone'and C-C Extenor(2E) zone;C-C for members and forces & MWFRS for reactions shown; 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 4, 264 lb uplift at joint 2 and 152 lb uplift at joint 5. LOAD CASE(S) Standard Job' Truss Truss Type Qty Ply 2692 A Base 2692 J94F Jack -Open 24 1 lob Reference (optional) Maronda Homes, Sanford, Mtchael Nuben Pr • co 0-3-115 0 0-10-8 3x6 Kun: UA S Aug ZO YUZU NMI: UAYU J AUg ZO ZUZU MI IeK maustnes, inc. I nU.NOV lZ Ud:43:oo Nage: 1 ID:dOnWYeYET6W51zg?xyMS)YyEeWR-24Gh?w5w3ooSSGEA NmF6cYQvAZIYVsa2AWNR0yK_pb 5-5-14 . 3-6-2 d 3x4 9-0-0 8 9-14 B-9-14 Scale=1:27.2 0-2-2 Plate Offsets (X, Y): [2:0-0-10,Edge] Loading (psf) . 'Spacing 2-0-0 CSI DEFL' in (loc) I/deft Ud :PLATES GRIP TCLL (roof) 16.0 , •' Plate Grip.DOL 1.25 TC' 0.68 Vert(LL) -0.19 5-8 >565 240 MT20 , 244/190 . ; TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.40 5-8 >271 ,180 BCLL 0.0' Rep Stress Incr YES WB 0.16 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix -MP I Weight: 35 lb FT = 20% LUMBER BRACING TOP CHORD r 2x4 SP No:2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 ;I BOT CHORD Rigid ceiling directly applied or 6-6-1 oc bracing. . WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=339/0-3-8, (min. 0-1-8), 4=43/ Mechanical, (min. 0-1-8), 5=2491 Mechanical, (min. 0-1-8) Max Horiz 2=266 (LC 6) Max Uplift 2=-312 (LC 6), 4=106 (LC 6), 5=190 (LC 6) Max Grav 2=339 (LC 1), 4=43 (LC 1), 5=251 (LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown: TOP CHORD 2-3=399/526 BOT CHORD 2-5=736/483 WEBS 3-5=-537/817 NOTES 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; 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 3-06-00,tall by 2-00-00 wide will.fit between the bottom chord,and any other,members. , I , 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ito upflft at joint 4, 312 lb upliftatjoint 2 and 190 lb uplift atjoint5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2692 A Base 2692 GGR94F Diagonal Hip Girder 4 1 Job Reference (optional) Maronoa KOmes, SanTor0, Mlcnael Nuoen Kun: m4z o Aug Zo zuzu rnnr: o.4[u o mug zo tutu w reK inuusuros, mu. i nu rvuv is uo:va:oo raye: i ID:dOnWYeYET6W51zg?xyMSjYyEeWR-24Gh?w5w3ooSSGEA NmF6cYPzAYgYLKa2AWVV?OyK_pb 1-2-14 1 7-7-15 1 4-11-5 4 • 13 2.828412 3x4 12 11 3 N � 10 iy V1 �W2� ,a 2 � 0-3-1� 1,� / ' B qJ ` 15 16 6 17 5 3x5 1.5x4 6x8 1 -7II-4 7-7-15 12-4-7 L 7-7-15 4-8-8 Scale=1:29.8 Plate Offsets (X, Y): [2:0-2-8,Edge], [S:Edge, 0-3-0] Loading (psf) Spacing - 2-0-0 CSI DEFL in ([cc) I/deft -Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL •1.25 TC 0.74 Vert(LL) 0.29 6-8 >523 240 MT20 244/190 TCDL 7.0 Lumber DOL - 1.25 BC 0.78 Vert(CT) -0.22 6-8 >681 180 BCLL 0.0' Rep Stress Incr NO WB 0.77 Horz(CT) -0.04 5 ' n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MS Weight: 50lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP NoZ TOP CHORD Structural wood sheathing directly applied or 4-1-7 cc purlins. BOT CHORD 2x4 SP.No.113 BOT CHORD Rigid ceiling directly applied or 4-10-2 cc bracing., WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=614/0-4-9, (min. 0-1-8), 4=73/ Mechanical, (min. 0-1-8), 5=686/ Mechanical, (min. 0-1-8) Max Horiz 2=257 (LC 4) Max Uplift 2=-637 (LC 4), 4=98 (LC 4), 5=-636 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-1492/1314, 2-9=-1477/1315, 2-10=-1505/1368, 10-11=-1484/1374,3-11=-1433/1351 BOT CHORD 2-14=1473/1427, 2-14=1472/1428, 2-15=-1478/1449, 15-16=1478/1447, 6-16=1478/1446, 6-17=1479/1449, 5-17=-1479/1449 WEBS 3-6=-300/553, 3-5=-1546/1578 NOTES 1) Wind: ASCE 7-16; Vult=160mph'(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat 11; Exp' C; Enclosed; MWFRS (envelope) exterior zone; Lumber DOL=1.60 plate grip DOL=1.60 2) WARNING: Top chord live load is below minimum required by FRC. The building design professional for the overall structure to verify adequacy of top chord live load. 3) This -truss has been designed for a 10.0 psf bottom•chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s)'for truss to truss connections: 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 4, 637 lb uplift at joint 2 and 636 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 lb down at 1-5-0, 19 lb down at 1-5-0, 40 lb down and 47lb up at 4-2-15, 40 lb down and 47 lb up at 4-2-15, 66 lb down and 115 lb up at 7-0-14. 66 lb down and 115 lb up at 7-0-14, and 24 lb down and 35 lb up at 9-10-13, and 24 lb down and 35 lb up at 9-10-13 on top chord, and 15 lb down and 0 lb up at 1-5-0, 15 lb down and 0 lb up at 1-5-0, 9 lb down and 25 lb up at 4-2-15, 9 lb down and 25 lb up at 4-2-15, 32 lb down and 27 lb up at 7-0-14, 32 lb down and 27 lb up at 7-0-14, and 168 lb down and 169 lb up at 9-10-13, and 168 lb down and 169 lb up at 9-10-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert. 1-4=-46, 2-5=20 Concentrated Loads (Ib) Vert 10=-3, 11=-69, 14=1, 15=17, 16=-63, 17=-336 Job' Truss Truss Type Qty Ply 2692 A Floor 2692 FA FLOOR f 9 1 job Reference (optional) maronda Homes, Sanford, michad Nuoen Run: 8.4Z O Hug LO Lu<V r11OL OAN J HUg LU LULU 1V1i ICR FlUU-165, MC. Mu iu rvuv is UUAZQ, Faye.. ID:dOnWYeYET6W51zg7xyMSjYyEeWR-SJJhou5UNcT5dfzPB911 oJ8L?7VWLKI WCPeB68yK_gt 1-3-0 0-9-0 H 2-0-0 Imo[ 2-0-0 '• . 1.5x3 1.6x3 1.5x3 1.54 5x6 3x6 FP 6x6 8x10 6x8 4x6 3x5 3x6 FP 3x5 46 1.5z3 2 3 = 4 5 6 7 8 9 1 n 11 12 13 1415 16 17 18 1920 21 22 5 q• o� 24 1 � . o� 4 47 4654443 42 41 4u 39 3Er 36 35 34 33 32 U1 3u 79 28 26 25 ' 4 NOP4 STP 3x6 3x6 FP 3x6 4x6 4x6 5x6 5x8 3x6 FP4x6 46 3x6 3x6 3x6 3x5 3x5 46 NOP4 STP 3x6 4x6 3x5 B-10-8 • 6x8 30-0-4 0-1-8 7-10-8 9-10-8 29-0-4 39-1-12 [[ 410-8 [ 7-0-4 [ [ l l 12-10-8 [ 18-4-8 . [ 23-6-4 [ 25-0 4 [ 28-0-4 [ [ [ 33-0-4 [ 39-0-4 [[ 1 4-9-0 2-1-12 3-0-0 5=6-0 4-7-12 2-0-0 3-0-0 3-0.0 6-0-0 1 0-1-8 0-10-4 1-0-0' 1-0-0 0-1-8 1-0-0 1-0-0 Scale=1:64.1 Plate Offsets (X, Y): [6:0-1-8,Edge], [17:0-1-8,Edge], [18:0-1-8,Edge], [29:0-3-0,Edge], [42:0-3-0,Edge] Loading (psf) Spacing 2-04 CSI DEFL in (loc) I/defl 1 Lid -PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC' 0.91 Vert(LL) -0.37 28-29 >675 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.44 29 >563 240 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(CT) 0.04 24 n/a •Wa BCDL 5.0 Code FRC2020/TPI2014 Matrix-S Weight 231 lb FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat)'•Except' T3:2x4 SP 'No.1 D(flat) TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, BOT CHORD 2x4 SP No.2(flat) *Except* B5,B4:2x4 SP NoAD(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS (lb/size) 24=1270/0-6-8, (min. 0-1-8), 37=3251/0-3-8, (min. 0-1-10), 48=702/0-6-8, (min. 0-1-8) Max Grav 24=1317 (LC 4), 37=3251 (LC 1), 48=803 (LC 3) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1370/0, 3-4=2222/52, 4-5=2438/522, 5-6=2438/522, 6-7=-1806/1011, 7-8=-627/1604, 8-9=-639/1594, 9-10=0/2624, 10-11=0/2624, 11-12=0/4804, 12-13=0/3712, 13-14=649/1047, 14-95=-643/1048, 15-16=2814/0, 16-17=4390/0, 17-18=-5142/0, 18-19=-4993/0, 19-20=-4993/0, 20-21=3984/0, 21-22=2404/0 BOT CHORD 47-48=0/815, 46-47=0/1923, 45-46=0/1902, 44-45=236/2455, 43-44=-236/2455, 42-43=-522/2438, 41-42=522/2438, 40-41=1294/1315, 39-40=-1293/1315, 38-39=-2008/0, 37-38=3793/0, 36-37=-4804/0, 35-36=-2021/0, 34-35=340/1898, 33-34=340/1898, 32-33=0/3771, 31-32=0/3771, 30-31 =0/51 42, 29-30=0/5142, 28-29=015142. 27-28=0/4672, 26-27=0/4671, 25-26=0/3378, 24-25=0/1389 WEBS 6-42=0/602, 17-30=0/638, 18-29=-539/1, 12-37=1872/0, 248=1107/0, 2-47=-4/772, 3.47=-770/28, 3-45==99/405, 4-45=316/250, 4-03=-513/10, 6-41=-1272/0, 7-41=0/783, 7-36=-1075/0, 9-39=0/1170, 9-38=1645/0, 11-38=0/1658, 11-37=1665/0, 17-31=-1406/0, 16-31=0/951, 16-33=-1406/0, 15-33=0/1381, 15-35=189l/0, 13-35=0/1996,> 13-36=2426/0, 12-36=0/1957, 22-24=1888/0, 22-25=0/1412, 21-25=-1354/0, 21-26=0/843, 20-26=956/0, 20-28=0/437, 18-28=320/411 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. - 5) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (Ib/ft) Vert: 24-48=10, 1-9=100, 9-23=140 Job Truss Truss Type Qty Ply 2692 A Floor 2692 FB FLOOR 3 1 Job Reference (optional) Maronda Homes, Sanford, Michael Nuben 1-3-0 G0� 1.54 1.5x3 3x5 'QY 2 3 4 42 NOP4 STP 3x5 2-0-0 1.5x3 4 5 41 4039 38 37 36, 1.5x3 4x6 3x6 FP 1.5x4 Run: 8.42 S Aug 25 2020 Print: 8.420 S Aug 25 2020 MITek Industries, Inc. Thu Nov 12 08:42:32 Page, I, ID:dOnWYeYET6W51zg?xyMSjYyEeWR-wVt3?D668wbyEpYckspGKKhXEWsQ4p2fQ30kfayK qs N � 10-8 I-0 I I 3x6 FP 4x6 46 4x6 4z6 8 9 10 11 12 0-1-13 8-10:8-_ - 7-10 8 18-4-4 7-9-0 B-5-12 0-1-8 1-0-0 1-0-0 Scale=1:64.1 35-- A 33 46 4x6 4x6 18-5-0 0-0-12 Plate Offsets (X, Y): [6:0-1-8,Edge], [15:0-1-8,Edge], [27:0-1-8,Edge], [39:0-1-8,Edge] 2-0-0 co I � I 11► 1.64 1.54 3x6 FP 3x6 1.54 13 14 15 16 17. 18 19 20 21 4 K2 I " 3 32 31 30 29 28 27 2 % 24 _1 4x6 3z6 FP 1.5x3 25 NOP4 STP 3x6 NOP4 STP 28-0-4 __ 9-7-4 r1w-61 ,9-1-12 0-1-8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl . L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.20 39-41 >999 .360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0.28 39-41 >790 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.04 34 n/a n/a BCDL 5.0 Code FRC2020/TP12014 Matrix-S Weight:201 lb FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) *Except* T2:2x4 SP No.1 D(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.1 D(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc,bracing, Except: OTHERS 2x4 SP No.2(flat) 10-0-0 oc bracing: 42-43,41-42 REACTIONS All bearings 0-6-8. except 34=0-3-0, 25=0-7-10 2-2-0 oc bracing: 39-41,38-39,37-38, (lb) - Max Uplift All uplift 100 (lb) or less at joints) except 23=195 (LC 6) Max Grav All reactions 250 (lb) or less at joint(s) 23 except 25=1316 (LC 4), 34=2292 (LC 3), 43=862 (LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces, 250 (lb) or less except when shown. . TOP CHORD 2-3=-1501/0, 3-4=2426/0, 4-5=2733/0, 5-6=-2733/0, 6-7=-2292/197, 7-8=1281/661, 8-9=0/1364, 9-10=0/1364, 10-11=0/3095, 11-12=0/2464, 12-13=-254/1141, 13-14=1271/626, 14-15=-1697/263, 15-16=1609f73, 16-17=1609/73, 17-18=591/14, 18-19=-591/14, 19-20=0/824, 20-21=29/495 , BOT CHORD 42-43=0/882, 41-42=0/2099, 40-41=012700, 39-40=0/2700, 38-39=012733, 37-38=0/2733, 36-37=-4.19/1907, 35-36=941/620, 34-35=2278/0, 33-34=73095/0, 32-33=1487/0, 31-32=855/885, 30-31=855/885, 29-30=428/1645, • 28-29=73/1609, 27-28=73/1609, 26-27=3/1188, 24-25=824/0 WEBS 6-38=0/319, 16-27=354/61, 11-34=-1091/0,•20-25=541/0, 243=1199/0. 2-42=0/861, 342=831/0, 3-41=0/455, 4-41=-381/67, 4-39=390/168; 6-37=-926/0, 7-37=0/682, 7-36=-961/0, 8-36=0/1018, 8-35= 1400/0, 10-35=0/1416, 10-34=1416/0, 15-29=-394/123, 14-29=.0/361,.14-30=-639/0, 13-30=0/665, 13-32=-1016/0, 12-32=0/1057, 12-33=1395/0, 11-33=0/1153, 19-25=1149/0, 19-26.=01774, 17-26=840/0, 17-27=112/675, 21-23=-193/311, 21-24=-456/0, 20-24=0/516 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 40 = 11% 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 23. 6) Recommend 2x6 stongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0,131" X 3") nails. Strongbacks to be attached to walls at their outer > ends or restrained by other means. F 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job' Truss Truss Type City Ply 2692 A Floor 2692 FC FLOOR 1 1 Job Reference (optional) Maronda Homes, Sanford, Michael Nuben 1-3-0 a0 2-0-0 1.5x3 1.5x3 3x5 1.5x3 1.5x3 3x5 q 4 47 NOP4 STP 3x5 0-1-8 II 4-10-f 4-9-0 Scale=1:64.1 4x6 3x6 FP 4x6 3x6 8-10-8 7-10-8 9-10-8 [ 7-0.4 I [ 12-1010• 2-1-121-I I 3-0-C I -Hun: t3.42 S AUg Zt)ZUZU Nnnt: t3.4ZU 0- AUg ZO ZUZU MI IeK mausUtes, Inc. I nU NOV 1Z UU:4z:Sz rage: 7 ID:dOnWYeYET6W5lzg?xyMSIYyEeWR-wVt3?D668wbyEpYckspGKXhZZVvt34mcf030kfayi qs N 0-5-6 H 6x8 3x6 FP 3x8 - 8x10 6x8 5x6 6x12 °[5x6 6x8 4x6 18-4-8 1 5-6-0 3x6 FP 4x6 3x6 FP4x6 4x6 3x6 3x6 3x6 30-0-4 29-0-4 2301 -4 25-0-4 28 0-4 33 01 4 7-2 2-0-0 3-0-0 3-0-0 1-0-0 1-0-0 Plate Offsets'(X, Y);,[11:0-3-8;Edge]; [17:0-1=8,Edge];[18:0-1-8;Edge];'[29:0-3=0,Edge], [39:0-2-0',Edge], [42:0-3=0,Edge] 1.5x3 4x6 1.5x3 22 1 �1 25 4 4x6 NOP41STP 39-1-12 39-0-4 6-M 0-1-8 Loading (psf) " Spacing 2-0-0 CSI DEFL in (loc) Vdefl ' L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC' ' 0.73 Vert(LL) -0.26 28-29 >943 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.06 BC 0.96 Vert(CT) -0.34 28-29 >724 240 ' BCLL 0.0 'Rep Stress Incr NO WB 0.62 Horz(CT) 0.04 37 n/a n/a BCDL 5.0 Code FRC2020/TP12014 Matrix-S Weight: 236lb FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP N0.2(flat), TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc pudins, BOT CHORD 2x4 SP No.2(flat) *Except* B4:2x4 SP No.1 D(flat) ' except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 5-3-4 oc bracing.' OTHERS 2x4 SP No.2(flat) REACTIONS (lb/size) 24=885/0-6-8, (min. 0-1-8), 37=2959/0-3-8, (min. 0-1-8), 48=780/0-6-8, (min. 0-1-8) Max Grav 24=951 (LC 4), 37=2959 (LC 1), 48=,886 (LC 3) . FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less exceptwhen shown. TOP CHORD 2-3=-164710, 3-4=2572/0, 4-5=-3054/0, 5-6=-305410, 6-7=-3054/0, 7-8=-2205/419, 8-9=855/1051, 9-10=960/963, 10-11=960/963, 11-12=0/3668, 12-13=0/3513, 13-14=0/1570, 14-15=-16571811, 15-16=1656/822, 16-17=-2845/323, 17-18=3471/0, 18-19=3442/0, 19-20=-3442/0, 20-21=-2780/0, 21-22=-1694/0 BOT CHORD 47-48=01905, 46-47=0/2186, 45-46=0/2161, 44-45=0/2923, 43-44=0/2923, 42-43=0/3054, 41-42=-161/2736, 40-41=655/1688, 39-40=-659/1696, 38-39=2095/0, 37-38=-4319/0, 36-37=-4310/0, 35-36=2298/0, 34-35=1155/935, 33-34=1155/935, 32-33=555/2352, 31-32=555/2352, 30-31=0/3471, 29-30=0/3471, 28-29=0/3471, 27-28=0/3246, 26-27=0/3245, 25-26=0/2367, 24-25=0/982 WEBS 9-39=-564/0, 17-30=0/613, 18-29=-550/0, 12-37=-2800/0, 6-42=-283/0, 248=-1230/0, 2-47=01893, 3-47=889/0, 3-45=0/524, 4-45=-476/86, 4-43=334/207, 17-31=1215/0, 16-31=0/759, 16-33=1045/0, 14-33=0/1087, 14-35=1469/0, 13-35=0/1517, 13-36=1837/0, 12-36=0/1432, 22-24=-1335/0, 22-25=0/990, 21-25=936/0, 21-26=0/575, 20-26=-647/0, 20-28=81/268, 18-28=-178/557, 11-39=0/2197, 11-38=2193/0, 12-38=0/1569, 8-39=1305/0, 8-41=0/819, 7-41=899/0, 7-42=0/859 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All Olates are 3x4 MT20 unless otherwise indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) . CAUTION, Do not erect truss backwards. 6) Hagger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 439 Ib down at 15-1-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) • Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (Ib/ft) Vert: 24-48=10, 1-23=-100 Concentrated Loads (lb) Vert: 9=359 Job Truss Truss Type Qty Ply 2692 A Floor 2692 FD FLOOR 1 1 Maronda Homes, Santoro, Micnael NUDen 1-3-0 OP 1.5x3 1.5x3 3x4 1 2 �i Job (optional) Reference Run: 8.42 S Aug 25 2020 Print: 8.420 S Aug 25 2020 MiTek Industries, Inc. Thu Nov 12 08:42:33 Page:.1 1 D:dOnW YeYET6W51zg?xyM SjYyEe W R-wVt3?D668wbyEpYckspGKXhcs WxQ4stfQ30kfayK_gs I I � 3x4 1.5x3 3x4 1.5x3 � 1.50 3x4 1.50 4 5 6 7 8 9 3x4 3x4 V _ 3x6 4x6 NOP4 STP 11 4-9-0 3.0-0 11-0-0 11-0-0 I 3-0-0 I 2-1-12 0-1-8 Scale=1:32.9 Loading (psf) Spacing 2-0-0 CSI DEFL in (!oc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00. TC 0.52 Vert( LL) -0.14 14-15 >999 360 MT26 244/.19.0 TCDL 10.0 Lumber DOL 1.00 Be 0.68 Vert(CT) -0.20 14-15 >887 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.03 10 n/a n/a BCDL 5.0 Code FRC2020rP12014 Matrix-S :Weight 88lb FT=20%F, 11%E' LUMBER BRACING* TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,,. BOT CHORD 2x4 SP No.2(flat) „ except end verticals. WEBS 2x4 SP N6.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0,00'bracing.. OTHERS 2x4 SP No.2(flat) REACTIONS (lb/size) 10=803/ Mechanical, (min. 0-1-8), 18=809/0-6-8, (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1382/0, 3-4=-2250/0, 4-5=2471/0, 5-6=-2471/0, 6-7=-2471/0, 7-8=-1444/0 BOTCHORD 17-18=0/821, 16-17=0/1943, 15-16=0/1922, 14-15=0/2485, 13-14=0/2471, 12-13=0/2066, 11-12=0/863, 10-11=01866 WEBS 6-13=-255/0, 2-18=-1116/0, 2-17=0/780, 3-17=-780/0, 3-15=0/416, 4-15=319/0, 4-14=182/290,,8-10=-1151/0, 8-12=0/783,7-12=-845/0,7-13=0/720 NOTES •' 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated: 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced'at 10-00-00 oc and fastened to each truss with 3-1 od (0:131" X W) nails. Strongbacks to be attached:to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job' Truss Truss Type Qty I Ply 2692 A Floor 2692 FE Floor, 4 1 Job Reference (optional) B a. 17 1615 14 13 18 3x6 3x6 12 11 10 3x4 :f3x4 3x6 4x6 3x6 NOP4 STP 0-1-8 .4-10-8 7-10-8 8-10-8 9-10-8 12-10-8 15-1-12 4-9-0 3-0-0 1-M 1-0-0 3-0-0 2-34 0-1-8 Scale=1:32.9 Loading (psf) Spacing 2-0-0 CSI DEFIL in (loc) I/deft' Ud PLATES GRIP TCLL 40.0• Plate Grip DOL 1.00 TC 6.52 Vert(LL) -0.15 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(CT) -0.20 14-15 >881 240. BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.03 10 n/a n/a BCDL 5.0 Code. FRC2020/TP•12014 Matrix-S Weight: 88lb FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP N9.2(flat) REACTIONS (lb/size) 10=810/0-3-8, (min. 0-1-8), 18=816/0-6-8, (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1397/0, 3-4=2279/0, 4-5=-2522/0; 5-6=2522/0, 6-7=-2522/0, 7-8=-1459/0 BOT CHORD 17-18=0/829, 16-17=0/1965, 15-16=0/1944, 14-15=0/2524, 13-14=0/2522, 12-13=0/2082, 11-12=0/869, 10-11=0/874 WEBS 2-18=1127/0, 2-17=0/791, 3-17=-790/0, 3-15=0/426, 4-15=-332/0, 4-14=174/305, 8-10=1162/0, 8-12=0/793, 7-12=-845/0, 7-13=0/733 . NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d• (0.131"'XIV) nails: Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) -CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Maronda Homes, Sanford, Michael Nuben Run: 8.42.S Aug 25 2020 Print 8.420 S Aug 25 2020 MiTek Industries, Inc. Thu Nov 12 08:42:33 Page: 1. ID:dOnWYeYET6W5lzg?xyMSjYyEeWR-wVt3?D668wbyEpYckspGKXhcsWx44stfQ30kfayK qs Cq • 1.5x3 i 1.5x3 3x4 3x4 1.5x3 3x4 1.5x3 3x4 1.5x3 3x4 1.5x3 1 2 3 4 5 6 7 8 9 Job Truss Truss Type city Ply 2692 A Floor 2692 FF FLOOR 1 1 ,lob Reference (optional) Maronda Homes, Sanford, Michael Nuben 1-M 1.5x3 1.5x3 2 4 2 NOP4 STP 0-1-8 Scale = 1:64.1 2-0-0 1.5x3 3 4' 5 6 Run: 8.42 S Aug 25 2020 Print: 8.420 S Aug 25 2020 MiTek Industries, Inc. Thu Nov 12 08:42:33 Page: 1 I D:dOnWYeYET6W51zg?xyMSlYyEeWR-wVt3?D668wbyEpYckspGKKhX4Wt34MFf030kfayltgs 0-99-I{0 I I N 8x10 5x63x6FP6x8 6x8 7 8 9 1n 11 12 13 3x6 3x6 FP 3x6 4x6 4x6 5x8 37 3x6 4x6 6x8 8-10-8 7-10-8 9-10-8 !-10-8 l 7 0 4 [[ [�[ 12-10-8 [ 18 4 8 _ 12-10-8 [ 18 4 8 4-9-0 2-1-12 3-0-0 5-6-0 0-10-4 1-0-0 2-0-0 1.5x3 4x6 3x6 4x6 3x6 FP 4x6 1.5x3 1415 16 17 18 1920 21 22 5 1 v 35 34 33 9 7:26 25 4 5x8 3x6 FP4x6 4x6 3x6 3x6 3x6 3x5 4x6 NOP4 STP 3x5 30-0-4 29-0-4 39-1-12 4 [ 25-0-4[ -4 28 4 [ 33-0-4 [ 33-0-4 [ 39-0-4 39-0-4 [[[ [[ 12 0-0 3-0-0 3-0-0 6-0-0 6-0-0-0-0 1-0-0 0-1-B 1-0-0 Plate Offsets (X, Y): [6:0-1-8,Edge], [17:0-1-8,Edge], [18:0-1-8,Edge], [29:0.3-0,Edge], [42:0-3-0,Edge] Loading (psf) Spacing 2-0-0 CSI DPFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.37 29 >671 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(CT) -0.43 28-29 >581 240 BCLL 0.0 Rep Stress Incr NO WB 0.'58 Horz(CT) 0.04 24 n/a n/a BCDL 5.0 Code FRC2020/TP12014 Matrix-S Weight 231 lb FT = 20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) *Except* T3,T2:2x4 SP No.1 D(flat) TOP CHORD Structural wood sheathing directly applied 6r4-7-10 oc purliris, BOT CHORD 2x4 SP N6.2(flat) *Except* BS,B4:2x4 SP No.1 D(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 4-84'oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS (lb/size) 24=1247/0-6-8, (min. 0-1-8), 37=3789/0-3-8, (min. 0-1-15), 48=72710-6-8, (min. 0-1-8) Max Grav 24=1295 (LC 4), 37=3789,(LC 1), 48=828 (LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown: TOP CHORD 2-3=1424/0, 3-4=2328/0, 4-5=2629/333, 5-6=-2629/333, 6-7=20461774, 7-8=-920/1314, 8-9=-931/1305, 9-10=0/2450, 10-11=0/2450, 11-12=0/5196, 12-13=0/4093, 13-14=327/1363, 14-15=-322/1364, 15-16=-2546/76, 16-17=-4157/0, 17-18= 4952/0, 18-19=-4852/0, 19-20=4852/0, 20-21=3892/0, 21-22=-2358/0 BOT CHORD 47-48=0/842, 46-47=0/2003, 45-46=0/1981. 44-45=93/2600, 43-44=93/2600, 42-43=333/2629, 41-42=333/2629, 40-41=1038/1575, 3940=1037/1575, 38-39=1675/222, 37-38=378010, 36-37=-5196/0, 35-36=2375/0, 34-35=627/1607, 33-34=-627/1607, 32-33=0/3519, 31-32=0/3519, 30-31=0/4952, 29-30=0/4952, 28-29=0/4952, 27-28=0/4557, 26-27=0/4556, 25-26=0/3309, 24-25=0/1365 WEBS 6-42=0/562, 17-30=0/671, 18-29=-578/0, 12-37=-1875/0, 2-48=1145/0, 2-47=0/809, 347=806/0, 3-45=64/441, 4-45=368/199, 4-43=-453/69, 641=-1208/0, 7-41=01759, 7-39=1030/0, 9-39=0/1113, 9-38=1855/0, 11-38=0/1867, 11-37=2334/0, 17-31=-1463/0, 16-31=0/977, 16-33=-1429/0, 15-33=0/1413, 15-35=1934/0, 13-35=0/2039, 13-36=2452/0, 12-36=011976, 22-24=1856/0, 22-25=0/1381, 21-25=-1323/0, 21-26=0/812, 20-26=924/0, 20-28=0/401, 18-28=254/477 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-OD-00 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 24.48=10, 1-9=100, 9-12=300, 12-23=140 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 2448=10, 1-9=100, 9-12=300, 12-23=140 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 c dhm -papal Jotf Truss Truss Type Qty Ply 2692 A Floor 2692 FF FLOOR 1 1 Job Reference (optional) Maronda Homes, Sanford, Michael Nuben Run: 8.42 S Aug 25 2020 Print: 8.420 S Aug 25 2020 MiTek Industries, Inc. Thu Nov 12 08:42:33 Page: 2 I D:dOnWYeYET6W51zg?xyMSjYyEeWR-wVt3?D668wbyEpYckspGKXhX4Wt34mFf030kfayK_qs Uniform Loads (lb/ft) Vert: 24-48=10, 1-9=100, 9-12=300, 12-23=60 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (Ib/ft) Vert: 24-48=10, 1-9=20, 9-12=220, 12-'53=-140, 23-53=-60 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 24-48=10, 1-9=100, 9-12=300, 12-23=60 6) _ 4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert 24-48=10, 1-9=20, 9-12= 220, 12-53=140, 23-53=-60 7) ist chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 24-48=10, 1-6=100„6-9=-20, 9-12=220, 12-M3 140 8) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 `Iniform Loads (lb/ft) Vert: 24-48=10,'1-5=20, 5-9=100, 9-12=300, 12-23=140 ' 9) 3rd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 24-48=10,'1-9=-100, 9-12=300, 12-18=140, 18-23=-60 10) 4th chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform'Loads (lb/ft) Vert: 24-48=10, 1-9=100, 9-12=300, 12-17=60, 17-23=-140 11) 5th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 24-48=10, 1-6=100, 6-9=-20, 9-12=220, 12-23=140 12) 6th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (Ib/ft) Vert: 24-48=10, 1-5=20, 5-9=100, 9-12=300, 12-23=140 13) 7th chase Dead: Lumber Increase=1.00, Plate Increase=1'.00 Uniform Loads (Ib/ft) Vert: 24-48=10, 1-9=100, 9-12=300, 12-18=140, 18-23=60 14) 8th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (Ib/ft) I . . . .. • . -- - . -• --. . _. _ .. . , • - . - .. . .. . . Vert: 24-48=10, 1-9=100, 9-12=300, 12-17=60, 17-23=-140 'Job J Truss Tniss Type Qty Ply 2692 A Floor 2692 FH FLOOR 5 1 Maronda Homes, Sanford, Mlcnael Nuben 1-3-0 W 1.5x3 1.5x3 5x6 0 4 4x6 5x6 4x6 Job Reference (optional) y Ruh: 8.42 S Aug 25 2020 Print 8.420 S Aug 25 2020 MiTek Industries, Inc. Thu Nov•12 08:42:33 , - . Page: 1 ID:dOnWYeYET6W51zg?xyMSjYyEeWR-wVt3?D668wbyEpYckspGKKhXNWv54opf030kfayK qs' 0-8-0 °P 1.5x3 3x6 FP 1.54 3x4 5x6 4x6 3z4 3x4 4x6'1.5x3 R y 3 3x6 4x6 3x4 NOP4 STP 3x6 FP 3x5 _ - 4x6 3x6 20-11-0 4-9.8 I 4-0-0 I1-0-011-0-011-0-0I 5-0-0 I 4-0-0 II . 0-i-8 Scale=1:37.6 Plate Offsets (X, Y): [7:0-1-8,Edge], [13:Edge,0-1-8], [18:0-3-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.45 18-19 >548 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.56 18-19 >438 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.09 13 n/a n/a BCDL 5.0 Code FRC2020/TPI2014 Matrix-S Weight 123lb FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SP NoA D(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, BOTCHORD 2x4 SP NoAD(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS (lb/size) 13=154510-6-8, (min. 0-1-8), 25=1537/0-3-8, (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2874/0, 3-4=4986/0, 4-5=6423/0, 5-6=-6847/0, 6-7=-6847/0, 7-8=-6378/0, B-9=-6378/0, 9-1 0=-500 1/0, 10-11=-2811/0 BOT CHORD 24-25=0/1670, 23-24=0/4091, 22-23=0/4059, 21-22=0/5900, 20-21=0/6797, 19-20=0/6797, 18-19=0/6847, 17-18=0/6847, 16-17=0/5882, 15-16=0/4064, 14-15=0/4067, 13-14=0/1599 WEBS 6-19=-293/0, 7-18=-371/468, 2-25=2220/0, 2-24=0/1675, 3-24=-1692/0, 3-22=0/1215, 4-22=-1240/0, 4-21=0/709, 5-21=-768/7, 5-19=-4011719, 11-13=-2174/0, 11-14=0/1685, 10-14=-1746/0, 10-16=0/1267, 9-16=-1195/0, 9-17=01778, 7-17=-1101/133 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 20 = 11 % 4) Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X V') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard r