The URL can be used to link to this page

Home My WebLink AboutTruss Placement PlanY 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. 258 Southhall Lane, Suite 200 Maitland, FI 32761 FL PE # 66126 IEngineer/Architect of Record: Luis Pablo Torres P.E. 268 Southhall Lane, Suite 200 Maitland, FL 32761 FL PE # 87864 Engineer/Architect of Record: Scott A Lewkowski P.E. 258 Southhall Lane, Suite 200 Maitland, FL 32751 FL PE # 78750 Design Criteria: TPI Design: Matrix Analysis MiTek software PLAN JOB # LOT ADDRESS DIV/SUB MODEL FP080082 g _ 82 TBD PENN 111LB/FP 186A32B/RH 1867 'A' FORT PIERCE FL 34951 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA BUILDING CODE 7TH EDITION (2020) for 160 M.P.H. Wind Zone. Exposure C Truss loading is in accordance with ASCE 7-16. These trusses are designed for an enclosed building. With risk category Il. The Truss Engineering package for the above referenced site was generated by the Truss Designer/Architect/MiTek: I, the Delegated Truss Engineer for the above referenced lot I Have reviewed the package and confirmed that it matches the physical and structural Parameters.found on the set of permit drawings. Truss -ID' , R'un Date Drawing Truss ID I Run Date I Drawing Reviewed No. of Eng. Reviewed I I Dwgs: 45 BCSI-61 2008 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf B11 2011 HIP TRUSS 02/09/09 VALLEY 12/07/09 TOE NAIL 02/09/09 Total 33.0 psf -TTBHIBCHECKI 2014 1 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" -1101 11/16/20 H02 11/16/20 H03 11/16/20 Floor Loads- H04 11/16/20 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf H05 11/16/20 H06 11/16/20 HGR07A 11/16/20 J14 11/16/20 Total 55.0 psf J34 11/16/20 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" J54 11/16/20 J74 11/16/20 J94 11/16/20 J 114 11/16/20 :E o 93 n ENGINEERING ASSOCIATES 258 SOWhhall Lane, SUlle 20D Maitland, FL 32751 0! 321.972.0491 F: 407.880-2304 CertAicato Of ADthorization No. 9161 ❑ CARL A. BROWN, PE - FL # 56126 11 LUIS lgpd ib�987,p��i a a7 7 0 1191 J114N 11/16/20`'�� J114S 11/16/20' JGR114 11/16/20F Vol 11/16/20 VG01 11/16/20 �5 •'GEhJS' ��. No 878 •: ST T OF• �/ . •• p �: '• ��' INV# DESC QNTY v 050060.0110 JUS26 050060.0047 THD28 050060.0049 THD28-2 050060.0106 HUS26 s 050060.0272 HUS179 060060.0058 THJ26 4 DOE AND FC�CC L 49Y�p AF�IH ORIDA BUILONG C� �jJ(E1 AI�i EALED FOR THE STHUCTUR L PORTION OF THIS DRAWINC1. 060060.0312 HJC26-SK60 SEAT PLATES 111 FLOOR SEAT PLATES MBER DOI, 1. 1. INFORMATION BASED ON 160.0 MPH WINDLOAD. PI�i�O L 1 23 ALL PRESSURES WERE CALCULATED USING MWFRS/OC HYBRID WIND ASCE 7-16. WIND 160.0 MPH asd=124.0 mph . PROVIDE TRUSS BRACING PER TRUSS SPACING ii . 24" O.C. I ENGINEERING AND BCSI J-03. TRUSS -PLACEMENT PLAN Aw n" .. .N FOCUS o HOMES 3993 West First Street, Sanford, FL 32771 (407) 302-9871 0) W a CUSTOMER: FOCUS HOMES Model: 1867 ELEVATION: A BASE DRAWN BY:"M. Nuben RELEASE DATE: 11/16/2020 l GARAGE: RIGHT T J14 o J34 F J54 q J94 � 1 J14 J34 r J54 II J94 _ HOB 0 9 03 "Ic 1/2" ' .......HOI 1' 10 H02 b H04 H05 HGR07 -3 PLY b N 2 Z Z N 14 94 J74 o _ 34 J14 J94 = JR74 = J54 J34 J74 7 0 l VG01 ldo1 ' . . . 20' 8" 8' 8" • 22' 0" 6' 0" 20' 0" 48- IT! 17 O CNGINEEERING ASSOCIATES 258 Southhall Lane; Suite 200. A MaiOand, FL 32751 0:321-972-0491 F:407-880-2304 I I Certificate Of Authorization No. 9161 O CARLA:Bg"'Pe/gf§�%226Z ❑LUISPA�tT.QRfiJ=.Eal�o8 _r .•G CID g'1$ (04�� •' Ali �TOTB' F L �NS 't a. AND N�dBR��AAN IN E�1 W 4�' .AND.SPECIFICRI, NEdDEII FROTMEA BUILDING COD SIG Z STRUCTURA PORTION OF THIS DRAWING. W U) C0 Z) w F_ W 0 FLORIDA: W U) THIS STRUCTURE:WAS DESIGNED IN ACCORDANCE AND MEETS THE REQUIREMENTS OF SECTION R301 OF THE I— FLORIDA BUILDING CODE 7th EDITION O (2020): RESIDENTIAL. ALL CONNECTORS HAVE BEEN CHECKED TO WITHSTAND ALL Z APPLICABLE LOADS AND DESIGN CRITERIA STATED ON THE COVER SHEET. 00 DEFINITIONS NIWF =MAIN WIND FORCE C&C = COMPONENTS AND CLADDING Q" TOB = TOP OF BEARING 0 TC = TOP CHORD BC = BOTTOM CHORD U LL = LIVE LOAD DL = DEAD LOAD J psf = POUNDS PER SQUARE FOOT # = POUNDS LOADS PER FBC & FRC 0 .NON -CONCURRENT BC LL 10psf. . CONCURRENT BC STORAGE LL 20 psf a a SHEET.' r 0 TR1 CIO CL �IJOIB�ITE PACKAGE IMPORTANT''DOCUM�ENT.$-'ENCL'OSE-D- PLEASE. REVIEW, WARNING. 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 operator'and installation crew. Handling and installing components without appropriate training,. planning and cominu- nication greatly increases 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 d6ar'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. MDVERTENClA1 " . ■ EI manejo, a/macenamiento, insta/aci6n, restriccion'y arriostre'diagona/ de componentes estructurales de construction requieren entrenamiento especlallzada, procedimientos claramente implementados y p/anifrcaron y comunicacion Clara enb a el contratista, operador de gnSa, y Ids obreros de instalacOn. 8 manejar a instalar Ids componentes sin entrenamiento suficiente, p/anificacOn y comunicaci6n adecuadas aumenta /a probabilidad de un acadente que results en dareo a propiedad, herida sera o muerte. Antes de la insta/atl6n de componentes, los documentos adjuntos deben ser examinados y. difundidos a todo e/ personal apro- piado, ademas del entrenamiento per[inente y un .claro entendmiento del plan de. insta/aci6n, de todo requisito aplicable de la proteccOn contra /a caida y de Jos requisitos previstos.de arriostre-y restriction. LainstalacOn de trusses can tramos despejados y mas de 60 pies de largo es muy peligroso - y puede requiere el arriostre temporal y permanente complejo. Por favor, consulte a un Profesional de Diseno Registrado. Examine /a estructura, el sistema armaz6n estructura/ de edificio, - ubicaciones de soporte a /as conditions de insta/acl6n cor- respond/entes y comenzar con la instalacion de_los componentes.s6lo'despues de haber corregido toda condicOn insatisfactoria. No torte, modifrque ni repare Ids componentes y informe cua/quier da& descubierto antes de proceder a la instalacOn. Los documentos adjuntos se ofrecen so/amente Como directrices minimas..Nada de to incluido en este paquete debe interp- retarse de manera que exceda-el alcance de la responsabilidad del fabricante de componentes, -ni en forma tal que imponga responsabilidades adicionales sobre este. To view a non -printing PDF of this document,.visit www.sbcindustMcom/lobsitegg. The text. appeari�gbelow has been, paraphrased.and reproduced from ANSI/TPI 1-2007, Chapter 2, with permission from the publisher, the Truss Plate Institute (TPI)`:(Sppep For reference,'the. plumbers in parentheses refer to specific ANSI]TPI I sections. Refer to ANSI/TPI 1 Chapter 2 for complete tent and definitions. For information on design responsibilities contact your Component Manufactur ir.or, SBC& at 608/274-4849 or www:sbcindustry-coma The Contractor shall not proceed with the truss installation until the TrussSubmittal Package has been reviewed by the Building Designer (2.3.4.3/2.4.4.3). The Building Designershall review the Truss Sutinlittal Packagefor compatibility with the building desigp,,Ali such submittals shall include a notation indicating that they have been reviewed and whether or nqt 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 Perm anent. Individual Truss Member Restraint/Bracing and the method of. anchoring or restraining .to prevent lateral move- ment of all truss - members acting together las a system shall be accomplished, by: (a) standard 'industry Lateral Restraint and Diagonal Bracing details. in 'accordance with BCSI=B3 and/or - BCSI-67 (2.3.3.1'.1/2.4.3.1.1), (b)' Permanent Individual Truss Member Restraint shall be.,' permitted to be replaced with reinforcerpent -designed to prevent buckling (e.g:, buckling reinforcement by T-reiriforcement or L-rein- forcement; proprietary reinforcement, etc.)., (2.3.3.1.2/2.4.3.1.2), or a. project specific truss member ;permanent lateral restraint/brac- ing design for the roof or floor Framing Stru ral ,System shall be permitted, to be specified by any Building Designer ,(2.3.3.1.3/2.4.3.1.3). The method of Permanent Individual_. Truss Member Restraint and Diagonal Bracing for the truss to chord bottom chord and web members shall 9 9 P ,; 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 is 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, bo m chord, and web members shall be in accordance with BCSI-B3 or BCSI-67 (2.3.3.3/2.4.3.3). The Contractor is .responsible for the constructi the receipt, storage, handling, installation, restr ing support conditions are d sufficient strength lation shall comply with installation tolerances sl truss system'Lateral Restraint and Diagonal Brat trusses shall be installed by the Contactor in ac The Contractor shall examine: the trusses delivere cracked, dislodged or broken members, or any ott In the event that damage to a truss is discovered not be erected or that any areawithin the building further damage from occurring and shall remain etc. until field-repairs'have been properly complel to�determine an adequate field repair and constru Design Professional (2.3.4.9/2.4.4.9). i means, methods, techniques, sequences,, procedures, programs, and safety in connection with ping,'and, bracing' of the trusses (2.3.4.4/2.4.4.4), The Contractor shall ensure that the build- nd stabilityto accommodate the loads applied during the truss installation process. Truss'instal- wn in BCSI-Bi. Temporary Installation Restraint/Bracing for the truss system and the permanent g for the completed. building and any other construction work related directly or indirectly to the irdance with the Construction Documents and/or the -Truss Submittal Package (2.3.4.5/2.4.4.5). ,to -the job site and after the trusses are erected and installed for dislodged or missing connectors, :r damage that may impair the structural integrity of the truss(2.3.4.6-2.3.4.7/2.4.4.6-2.4.4.7). iat would likely impair the structural integrity of the truss, the Contractor shall ensure that the truss supported by ahy such truss already erected shall be appropriately shored &supported to, prevent lear and free of�any load imposed by people, plumbing, electrical, mechanical, bridging, -bracing, d (2.3.4.8/2.4.4.8). In the.-event'of damage, the Contractor shall contact the Truss. Manufacturer t the field repair in accordance with the written instructions and details provided by any Registered Where required by the Construction Documents or Contract, Legal` Requirements or the Bullding Official, the Truss Manufacturer shall provide the appropriate Truss Submittal • Package, including thel Truss Design Drawings, a Truss Placement Diagram, and the required Permanent Individual Truss Member Restraint and the method;to be used (2.3.¢.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 ITTruss 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 identifies 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 marks 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 7iuss Placement Diagram 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 to rely 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 determine accordance with the final Truss Design D olerance to be used in the truss design (2.3.6.9/2.4.6.9):and manufacture the trusses in. ie quality criteria required by ANSI/TPI 1-2007 (2.3.6.10/2.4.6:10). Structural Building Components Association 608/2744849 • sbcindustrycom Copyright.© 2003-2013 ]obsiteCS 130318 General Notes Notes Generates Trusses are not marked in any way to Identify the Los trusses no esthn marcados de ningdn modo quo frequency or location of temporary lateral restraint identliique Is frecuencia o localizad6n de restriccldn and diagonal bracing. Follow the recommendations lateral y arrlostre diagonal temporales. Use- las for handling, installing and temporary restraining reoomendeclones de manejo, instalacl6n, resMccitin and bracing of trusses. Refer to SCSI - Guide to y ardostre temporal de ids trusses. Uea el folisto Doi Good Practice for Handllna. Installina. Restrainlna - Guta de Buena_RMOIca-oaresl Mapalo- limstaleah Trusseg"' for more detailed Information. Conedados con Places de Metal'"' pare informad6n Truss Design Drawings may specify locations of mas detallads. permanent lateral restraint or reinforcement for Los dibujos de diseRo de /as busses pueden espedgcar individual truss members. Refer to the BCSI-B3'•` las locelizadones de resbfed6n lateral permanents o for more information. All other permanent bracing refuerro an IDS miembros Indivlduales del truss. yea design is the responsibility of the building designee Is hoja rasedran LIC51.133— para nt8s infiaaac en. E1 resto de los Asenos de' ardostres permanrnfes son la resporsabibdid del d1ser9adordef edllfdo. ♦ WARNING The consequences Df Improper handling, erecting, installing, restraining ' and bracing can result In a collapse of the Structure, or worse, serious personal irjury or death. IADVE•RTENCIAI El resultedo u. wt w—cr)u, tevantomiento, instalacl6n, restriccidrr y ariisolm Inoorrecto puede ser la calda de Ia osWctura o adn peor, heddos o muertos. AGAUMM Exercise care when rcmov- Ing banding and handling trusses to avoid damaging trusses and prevent inlufq. Wear personal protective equipment for the eyes, feet, hands and head when workrl9 with trusses. Ugllce cautela al quitar las ataduras o ids pedazos de metal de sujetar para evitar dano a los; trusses y prevenir to herida. personal. Lleve el equipo protective personal para ojos, pies, manos y cabeza cuando babala con trusses. IM Avoid lateral bending. Evite to Hexirin lateral. The contractor Is responsible for property receiving, unloading and storing the tnxssas at the jobsite. Unload trusses to smooth surface to prevent damage. El coptratisla time to responsabdiMat de recibir, desceegar y olnracenar adecuadarrente las Irussts an la abra. Dosrarque Joe trusses an la Berra 4so para prevenir nl da6o ;fir,^• is}.•' ®CAUTION Use• special care In windy weather or near power lines' and airports. Utillce culdado especial an dlas ventosos o cerca de cables eldctdoos o de Spreader bar for truss `• i r O O fYJ Use proper rig- Use equipoapropfedo ging aid hoisting para tovaofir e equiprent- improvisar, k'��i.'.'l7• 'fp., 54%:%'. . :.: r."i:.:N-'fit -�,.' s� t Trusses may be unloaded directly en the ground a: the lime of delivery or stored tompuarily in concoct ..ith 8 ground oRer ci.li ry. It ev°a.a era w bo stored for more than one week, place blocking of sufficient height beneath the stack of trusses at8' (2.4 m) to 10' (3 m) on -center (o.c.) Los trusses pueden ser descargados dirdcla. mente an at suelo an equal momenta de entrega o almacenados temporalmente an confacto car) of suelo despu6s de entrega. Silos Wsses es!arvn guardados pare ands de una Somalia, pongs bloqueando de altura suliiciente deHe Della pga de Jos trusses a 8 hasta 10 pies on contra lo.c.)- Q For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por In& de una Serrano, cobra IDS paquetes para protegerios del amhienfe. Refer to SCSI —for more detailed latormation per- taining.to handling and jobsite storage of trusses. vea el fofleto BCS1— para Informachn mds detal- lada sobre el manejo yalmacenado de cos trusses an Brea de trabajo. DO NOT store , NO abnacere UnbearAd bundles veRicalmerae los rtorlahl. trusses sue?!ns. a. gg yy�yk��,7 Tyr 3 Hoisting and Placement of Truss Bundles Recomendaclones Para Levantar Pagnetes de 71trusses DON'T overload the crane. NO sobre6ingue Is grlia. ' NEVER use banding to lift a bunsle. NUNCA use las ateduras pars levantar un pa'quefe. Q Asingle lift point may be.used for bundles of top chord pitch trusses up to 45' (13.7ni) and parallel chord trusses up to 30' (9.1 rm)- Use at least two lift points for bundes of top chord pitch trusses up to 60' (18.3 m) and paral- ® ;.:cr tw,:: Fin rini nverlrtnd s ImPnrilna tel chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. three ff points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses IADVERTENCIAI No sobrecargue to >45' (13.7 m). estrucfura apoyada con el paquete de busses. Puede user un solo lugar de levantar para paquo'as de trusses de to cuerda superior haste °Q Place truss bundles In stable position. 45' y trusses de cuerdas paralelas de 30' o Puse paquetes de trusses an Una nienos. poslG6n eatable. Use por io mends dos punfos de levantar con on,nnc de trusses de cuerda superiorluciinada hasta 60' y busses de cuerdds pareleles haste 45', Use por to moves dos punfos de levantar con gnrpos de trusses de cuerda superior inclinada mas da 60' y trusses de cuerdas paralelas mas de 45: Mechanical Hoisting Recommendations for Single Trusses Recomendaclones Para Levantar Trusses Individuales d Using a single pick -point at the peak can damage the truss. EI use de un solo lugar on el pico para levantar puede hacerdatio at buss. 60' Or less reader bar Toe -in � t Spreaderbar 1210 _ I Tagline . trues length TRUSSES UP TRUSSES HASTA 60 PIES Q Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. A112 truss length Tegline TRUSSES UP TO 30 ' (9.1`- ml TRUSSES HASTA 30 PIES' Locate Spreader bar 70' (3 n above or sdlfhack o.e. me mfd-height Spreader bet 2j3'to 3/4 truss length TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 60 PIES Sosleaga cads truss an poslG6n con equipo de 9r6a hasta qua la restdccl6n lateral temporal de la cuerda superior est6 instalado y el truss est3 asegurado en IDS soportes. installation of Single Trusses by Hand Recommendacciones de Levantamiento de Trusses :.. Indlalduales Per La Mano PJ Trusses 20' - Q Trusses 30' to,T m) or„t (9.1 m) or less, l ` less, support support at near peak. quarter points. Sopade Soporte de cerca al pico los cuartos tos hisses I.4- Trusses up to 20' )► I de frame los E Trusses up to 30' � do20pies o (6.1 m) trusses de 30 (9.1 m) mefro9- Trusses haste 20 pies pies o mends. Trusses haste 30 pies f7 t oorary Restraint 8c Bracing <'fieslriettion y ArdespWall ? .. Refer to BCSI.82"' for more information. Top Chord Temporary Vea al resumen BCSi-B2"• para msis informacl6n. I/ Lateral Restraint ll (TCTLR) i locate ground braces for first truss directly In line 2A mina with all rows of top chord temporary lateral restraint (see table in the next column). s 2'o.c., typ. Cotogro las urriostros do fierra pare el primer truss drectamonte on Unea con coda una de las Ras de restriccOn lateral temporal de Is cuerde ago° Brace first ,supr fAr fvea la tabia onto prdxima column). truss securely .(! DLi•j EIT walk on unbraced lnrsses. before 1VO. c.mrne.yn truesiv sueltos- erection of additional (� BO NOT Stand on truss overhangs until trusses. structural Sheathing has been applied to the truss and overhangs. NO se pare en Madill= cerchas haste Revestimiento esbuctural he stria aplicado a la araradura y voladizos. Q 1) Install ground bracing. 2) Set first truss and attach securely to gr trusses with short member temporary lateral restraint (see below). bracing (see below). 5) Install web member plane diagonal bracing (see below). 6) Install bottom chord temporary lateral restraint and 7).Repeatprocess with groups of four trusses until.all trusses are s 1) Ins tale las ardostres de Herne. 2) Instale al primero truss y ate segi 3) Instate fos prrbdmos 4 trusses con restdcoi6n lateral temporal de n Instale el arriostre diagonal de Is cuerda superior (vea abalo). 5) Inst pianos de los miembros secundados para estabilice fos primeras dni Is restdccl6n lateral temporal y ardostre diagonal pars la cuerda Infer procedlmlento an grupos de cuatro trusses haste qua todos las truss Refer to BCSI-B2` for more Information. Vea el rest)men BCSI-B2•"' para mds fnformacl6n. RestraintBracing for All Planes of Trusses Resitriccidn/Arriostne Para 7bdos Pianos de Q Minimum lumber used for lateral restraint and diagonal bracing is 2; to each truss with at least 2-10d (0.128x3"), 2-12d (0.126x3.25") or La madera 9r4 clasfBrada par esbds as Is madera minima uHitzade pare re agonal. Atarlas a coda braquero can al minima 2 cloves 10d (0.128x3', 12k Q This restraint and bracing method is for all trusses except 3x2 and (PCTs). See top of next column for temporary restraint and bracing Este m6todo de restdocidn y ambstre as P�am todo trusses excepto to (PCTs) 3x2 y 4x2. Vea Is parts superior de Is column Para Is resMcd 41 rap r11nRn Restraint & Bracing. for 3x2.and 4x2 Parallel Chord Trusses Restricd6n y A`riosbte Para Trusses de Cuerdas Para!e/as W y 4a2 10' (3 m)or Diagonal bracing Repeat diagonal braeing a Refer to 15 4.e m)' ovarylmax. spaces 30' nd bracing. 3) Set next 4 Install top chord diagonal BCSI-B7'•' for more ( ) stabilize the first five trusses Information. agonal bracing (see below). Vea el resumen BCSI-B7""' tmente al anfostre de tierra. pare mds Infermacl6n. mbro corto fvea abajo). 4) 5 2'o.c.,typ I ariosbe diagonal pars fos Apply diagonal brace to vertical trusses (vea ab%6) Instale webs at end of cantlever and at ' (vea abajo). 7 epita 6ste Instala2 a. bearing locations.). All lateral restraints estdn lapped at least hub busses. 'Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. stress -graded lumber. Attach 16d (0.13lx3.5) nails. fGxd.zO) o too (e mm'1a ). Parallel chord trusses ITS. de cuerdas paralelas wfosbe temporal de PCTs. ` �Truss'Span top;Cliord Temporary,Lstoral Rastralnt,(TCTLR) Spacing Longltud de Tramo Espaelamlento defAmos4o Temporal do IaiCuerda Super(or- Up to 30' 10' (3 m) D.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) D.C. max. 80' (24A m)' :Consult a Registered Design Professional for trusses longer then 60' (18.3 m). 'Consults a un Professional Regishado de miasma Para Wsses mds de 60 pies. Q See BCSI-B2••' for TCTLR options. Vea el BCSI-B2"' pare las opdones do TCTLR. Refer to BCSI-B3"' for Gable End Frame restraint/bmcingf reinforcement Informal on. Para informacl6n sabre resMccl6N ardastre/refuerzo paraArmazones Hastiales vea el resumen BCSI-93"' Note: Ground bracing not shown for clarity. Q Repeat diagonal braces for each set of 4,trusses. Replta fos ardsotras dlagonales Para cada grupo de 4 trusses. 2) WEB MEMBER PLANE - PLANO DELOS MIEMBROS SECUNDAF LATERAL RESTRAINT & DIAGONAL VERY IMPORTANT ILA RE57-RIC06N LATERAL Y EL ARRIO57RE Z MUY IMPORTANTES! Dlagor 10' (3 m) - IF (4.61 max. \l/ - Same spacing as bottom chord Note: Some chord and web members lateral restraint not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice reinforce- ment. Bottom chords 10'(3m)-IF (4.6m)max. PIK TCTLR .10"or> ittachment itat support s)' Section A -A Ill ARE DNAL SON CLR splice relnformment um 721C Scab block pllce.Attach 1wilh minimum 8.16d W.51 nals each side ce or as specfied by t rig Designer. SECTION A -A Note: Some chord and web members not shown for clarity. blagonal braces every 10 truss spaces 20' (6.1 m) max. Installing -;!j s 1506 t out=of-Plane. ;' [� Tolerances for Out -of -Plane. Tolerenclas pare Fuena-de-Plano. . Max. Bow - Length �I i -�_ 0 � Bow Length� t Max Bow ❑ I Out-otplurnb Max. Bow Truss Length D/50 D (ft.) 19 mm 3 8 m 1/4" 6 mm 1' 0.3 m 7/8' 22 mm 14.6' 4.5 m 1/2' 13 mm 2' • 0.6 m 1' 25 mm 16,T 5.1 m 3/4' 19 mm 3' 0.9 m 1-118" 29 mm 18.8' 5.7 m t= LengOr ' ; - plumb ./line Q Tolerances for I i • T 25 mm 4' 12 m 0.8' .3 m 1-1/4'• 32 mm 5' 1t5 m 2.9' .0 m Out-of-Plumb. Toleranclas Para Diso max Fuera-de-Plomada. '' I '1-1/2" 38mm 6' 1.8m 5.0' .6m a 1-314' 45 mm T 2.1 m 29.2'Construction .9 mCargo - Loading De COOS1IIrILCiOO 51 ram ?4 m0.1 m DO NOT proceed with construction until all lateral restraint and bracing Is securely and properly In place. NO proceda con Is construcci6n hosts quo todes las restric- panes laterales y las arriostres estdn colocados an forma aprophads ysegurs. DO NOT exceed maximum stack heights. Refer to BCSI-B4'•' for more information. NO exceda las alturas ma:dmas de mont6n. vea el resumen SCSI-B4"' pare mas informaci6n. Maxirhum Stack Height" ' for Meterhlon-Trusses ' Material Height Gypsum Board . 12' (305 mm) Plywood or CSB 16(406 mm) Asphalt Shingles 2bundles Connate Block •8' (203 mm) Clay ills 3-4 ties high NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCA aplle las materiales cerca de un pica, a cenbo de Is luz, an cantilevers o aleros. DO NOT overload small groups or single trusses. NO sobreaargue pequenos grupos o trusses lndividuales. Q Place loads over as litany trusses as possible. Coloque las cargos sabre tantos trusses come sea posible. Q Position loads over load bearing walls. % Coloque has cargos sabre las parades soportantes. Alterations - Alterations EMMRefer to BCSI-B5." Tmss bradng not shwm fardarity. Vea el resumen BCSI-B5. ® DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, alters o perfore ning6n mfembro estnictura/ de un truss, a manes qua est6 especfncamente pemritido en el dibujo del diseno del truss. EMTrusses that have been ovedoeded 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 sobrecargado durants Is construccOn o han side afterados sin la autor- hzad6n previa del Fabricante de Trusses, pueden hacer nulo y sin efecto Is garantfa limitsda del Fabricante,do Trusses. -contact the Component Manufachuer fonmoro InfomPetion or consult a Regstered Dulgn Profeaelonal for asalstance. To New a non.pftrq POF of this documem, visitsbcindustry-nnibl. NOTE: The buss manufacturer and trues designer rely an the prosur"ption that the contractor and crane operator (if eppflmble) one professionals with the mpabilty to undertake the work they have agreed to do on any given pm)ecL If the contractor believes it needs asslstanm In some aaped of the construction pro)ed. It should seek assistan from a competent party. The Methods and procedures outlined In this document are intended to ensum that the overall construction techniques employed wit putthe trusses Into plate SAFELY. These recommendaeons for handling, brateltirg, resbe7nthg and bmdng trusses are based upon the collective expedenm of leading pereonnei Involved with truss daslgn, manufacture antl Insmliaflon, but must, due to the nature of responsibilities Involved, be presentsd only as a GUIDE for use by a qualified building designer or contractor. It Is not Intended that these recommendations be Interpreted as sups dorto the building designer's design specifleatlon for handling, Installing, restralnbg ant bradng trusses and Itdoes not preclude the use of other equivalent methods for nestraininglbracing and providing stability for tha walls, columns, floors, reefs and all the Interrelated structural building components as determined by the mntrector. Thus, SBCAand TPI expressly disclaim dam any responsibility for ages adsing from the use, application, or reliance on the reoommandetions and information coma red herein. SSC 'Aia� twmtmsrmurca TRUSS PLATE INSTITUTE _ 6300 Enterprise Lana' Madison, Will 53719 218 N. Lee St., Ste. 312 -Alexandria, VA 22314 608-274-4849 • sbdndusW.wm 703-683-1010 - tpinstom For Trusses Up to 2%0" On -Center and 80'-O" in Length Para 71r11sses Hasta 3 Ples En' Centre yI Nastfa,80 Pies. De Longig d , i, A WARNING Spans over 60' require more complex temporary installation restraint/bracing. Consult a registered design professional. IADVERTENCIAI Los tramos MIS de 60 pies requieren restriccOn/ardostre de insta- Jac!& temporal m8s complejo. Consulte a un profesional registrado de diseno. ® DANGER Disregarding handling, installing, restraining and bracing safety recommendations is the principal cause of truss erection/installation accidents. PELIGRO El no seguir las recomendaciones de manejo, instalaci6n, restriccidn y arrio- stre es la causa principal de los accidentes durante /a erecci6Ninstalaci6n de trusses. Lateral restraint is NOT adequate without diagonal bracing. La RestriccOn Lateral NO es adec- uada sin el Ardostre Diagonal. Lateral restraint Q Always diagonally brace for safety! iSiempre arriostre diagonalmente para seguridadl Maximum Spacing For Thp Chord Temporary Lateral Restraint (TCTLR)` El Espaciamiento Maximo, Para La Restriccidn Lateral *mporal De; La Cueriala Superior (Tn'j•R) 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 en el centro (vea "a la izquierda) del TCTLR basado en los framos de trusses de la tabla en el Paso 2 en la pagina 2. • No se muestra el arriostre de terra Para claridad. •Aplique inmediatamente elArriostre Diagonal o el Entablado Estruc- tural (structural sheathing). Para tramos m6s de 60 pies el m6todo preferido es entablarlos inmediatamente. Check These Items Before Starting Truss ,Erectiipminstalladon and Correct as Needed Revise Was Pantos Antes De Emperar La Erecci6n4pstalacl6n y Corr4#kl Cuando Es Necesarla g Q Building dimensions match the construction documents. Las dimensions del edificio concuerdan con los documentos de construccidn. Q Bearing supports (e.g., walls, columns, headers, beams, etc.) are accurately and securely installed, plumb and properly braced. Los soportes qua sostienen cargas (ej., paredes, columns, vigas de cabezera, vigas, etcetera) son Insta/ados seguramente y con precisl6n, y son nivelados y arriostrados apropiadamente. Q Hangers, tie -downs, restraint and bracing materials are on site and accessible. Los colgadores (hangers), soportes de anclaje (tie -downs) y materiales de restricci6n y arriostre est6n accesibles an la obra. Q Erection/installation crew is aware of installation plan and lateral restraint/diagonal bracing requirements. El personal de erecci6n/instalacOn es consciente del plan de instalaci& y los requisitos de restriccl6n/arriostre. Q Multi -ply trusses, including girders, are correctly fastened together prior to lifting into place. Los trusses de varias capas, incluyendo travesanos, son fijados juntos cor- rectamente antes de levantarlos an lugar. 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, Algtin dano a los trusses ha sido reportado al fabricante de trusses. Vea el resumen BCSABS.— No instale trusses danados a menos que se dijeren el disenador del edificio, el disenador del truss o el fabricante del truss. Q Trusses are the correct dimension. Los trusses son la dimensi6n corrects. Q Tops of bearing supports are flat, level and at the correct elevation. La parte superior de los soportes de cojinete son planas, niveladas y a la elevaci6n correcta. Q Jobsite is clean and neat, and free, of obstructions. La obra estS limpia, ordenada y sin obstrucciones. Q Ground bracing.,procedure for first truss is based on site and building configuration., El procedimiento de Arriostre de Tierra Para el primer truss es basado en el terreno y la configuraci6n del edificio. Interior If ground level 1s too far from truss for exterior ground bracing, use interior ground bracing. Sl el nivel del terreno es demasiado lejos para usarAniostre:de Tierra -Exterior ;'• Z11 exterior. use Arfimtre de Tierra interior. 132Temp 160209 13CSO-132 SUMMAW SDOIEIST Steps to Salting `trusses j; P, asos Para EI • Montafe De TrImsses Establish Ground Bracing Procedure: Exterior .or Interior ■ Estabiezca ei Procedimieiko de Arriostre de Tierra: Exterior o Interior Fhsttross(orgable Flnttruss end frarno) ofbracod of braved group o/ftnusa AWch ground group ofWusa D-6 cing (or end jacks In a hip sat Ground _ v...AQ< J �r�wWrby; oppgcegon) wdth multiple stakes on" . - ; , • EXTERIOR GROUND BRACING, MTEfUORGAOUND BRACING _ .. ARRIOSMDE77ERRAEMRIOR. -. .y:J'. . ARRXOSTXr6 DEr71ERRAlNTER(OR 2 Determine the Locations for TCTLR and Ground Braces ■ Determine ias ubicaciones Para TCTLR y ies Arriostres de Tierra [✓( Use truss span to determine spacing Locate additional TCTLR for top chord temporary lateral restraint -TCTLR over bearings (TCTLR) from table at right. if the heel height is Use of tramo del truss p ara determinar Lo or greater. Localise TCTLR 10^ or greater of espaciamiento pars restri6ci6n lateral adicional sobre los temporal de la cuerda superior (TCTLR) soportes si la altura en Is tabla a la derecha. (heel Truss attachment del tal6nhl height) ( g ) , required es de 10 pulgadas o m6s. ' S r > 8' (add aTCTLR) . Pitch break , V-V Opan Locate additional TCTLR at each pitch break. Localise TCTLR adicional en cada rotura de inchnaci6n. 3 Set First Truss and Fasten Si ■ Coioque el Primer Truss yFi [� Set first truss (or gable end frame) and faste truss installed include: Coloque of primer truss (o armaz6n hastial) del edificlo. EJemplos del primer truss instal: Braced tNaa (or ardor truss In hip appiicadon) Propedy brace wall with adequate diagonals and floor anchomgo, perpendicular wails, etc. TCTLR, typ. TCTLR, typ. TMmespae Ground breve vertical, typ. [✓1 Locate a ground brace vertical at each TCTLR location. 'Consult a registered design profesalonalfor trusses longer then 60'. Localise una vertical de a►riostre de "For trusses spaced gmaterthan T o.c., see also BCSI•010. tierra en cada lugar de TCTLR. xrely to Ground Braces o Seguramente a ios Arriostres de Tierra ;surely to ground braces and to the wall, or as directed by the building designer. Examples of first elo seguramente a las verticales de arriostre de Berra y a la pared, o como,se didge of disenador incluyen: MaximurdTdp Chord Temporary Lateral Restraint Spacingr' Truss Span TCTLR Spacing Up to 30' 10' on -center maximum 30' - 4W Von -center maximum a - 60' 6' on•center maximum 60' - a0°' .4' on -center maximum TCTLR TCTLR locations, typ. locations, typ. TCTLR I locations, typ. ►''''�i�l� ,ICJ ',�1,,1►ate- l ��i��. EMRIOR GROUND BRACING A tCAUTION First truss must be attached s Cb]ll T93A El primer truss lien que ser de levantamiento. to all bearings and to all, required ground braces prior to removing the hoisting supports. r seguramente a todos soportes y a todas arriostres de ilerra requeridos, antes de quitar los soportes TRUSS IPOSTALLATUCPJ CL TEMPORARY RMS4'RA1PtJWERACUPW 4 /� Set 'busses 2, 3, 4 & 5 with TCTLR in Line with Ground Bracing ■ Caloque las Trusses 2, 3, 4 y S can TCTLR en Linea can los Arriostr es 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 sdi idamente los soportes como sea necesari. Ejemplos de-los pnmeros cinco trusses colocados incluyen: See options below See options below See options below i EXTERIOR GROUNDSRACING INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR ARR/OSTRE DEJIERRA INTERfOR The following three (3) ShortMember 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 pars instalar la Restricci6n Lateral Temporal de los Miembros Cortos requieren qua el amfostre diagonal este instalado continuamente. Vea la figura de Opct6n B en el Paso 8 en la pagina 5. Option 1 Short member temporary lateral restraint installed on top of trusses Opc16n 1 Restricci6n lateral temporal de los miembros cortos lnstalados encima de trusses 2r+ 77 Trusses @ 24" on -center 2 nails at every connection 2 clavos an cac conexi6n _ Do not use split members. No use miembros rajados. 1Yz" minimum end distance 1% pulgadas distancia de extremo minima Diagonal bracing, typ. Option 2 Short member temporary lateral restraint installed between trusses Opci6n 2 Restricci6n lateral temporal de los miembros cortos instalados entre trusses Use 2-16d deformed shank nails minimum, at each Use comto-trussmthir connection. Use como mtnimo 2-16d clavos largos (shank nails) an Do not use split cada conexl6n de restricci6n- members. a -buss. No use miembros rajados. 22h" Diagonal bracing, typ. Trusses @ 24" on -center Option 3 Proprietary metal restraint products' Opci6n 3 Productos de metal para restricci6n patentados' These products are specifically designed to provide lateral restraint and are not just for spacing. See manufacturer's specifications. Estos productos son disefiados especificamente pars proveer restdcci6n lateral y no son solarnente para espaciamiento. Vea las especificaciones del Diagonal bracing, typ. Trusses @ 24" on -center A CAUTION Each truss must be attached securely at all bearing locations and all TCTLR installed before removing the hoisting supports. CAUTE@A' Cada truss tiene que ser sujetado seguramente en todas ubicaciones de soportes y todas las TCTLR instaladas antes de quitarlos soportes de levantar. LATERAL RESTRAINT/BRACING MATERIAL AND CONNECTIONS CONNEJOONES Y MATERIALES DE RESTR/CC16AVARR/OSTRE 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 tamatio del material de restricci6n lateral y arriostre debe serpor to menos 2x4 madera graduada por esfuerzo o restricci6n/arriostre de metal patentado aprobado, a menos que especifique el disen"ador del edificio. 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 arrlostre tienen que ser conectados a cada truss con un minimo de 2 clavos (ver los tamafios mthimbs mostrados abajo) excepto para las restricciones de miembros cortos mostrados en el Paso 4, Opcl6n 2 (vea arriba), cuales requieren 2-16d clavos con largos desformados (Ej. Largos de anillos o tornillos). [1 Drive nails flush. If the temporary restraint and bracing is to be removed when the per- 10d (0.128x3") manent bracing_is installed,_ use double -headed nails for ease of removal. 12d,(0.128x3.25") Clave los clavos al raso. Si la restricci6n y arriostre temporal sera quitado al instalecid 16d (0.131 X3.5") 7 � EM del amostre permanente, use clavos de dos cabezas para quitarlos mes facilmente. � V & BCSU-02 SUPAWARY SHI£ET Install Top Chord D ■ Instate El Arriostre Q Attach diagonal bracing to the first five Coloque el arriostre diagonal•a los prin See Short Memh Diagonal Temporary Later bracing, typ. Restraint options Q Or start applying structural sheathing. Ex structural sheathing installed on first five O empiece en aplicar el entablado estruc de entablado estructural instalado on los cinco trusses. Braciing.` " ' - ' ' ' . it de /a Cwerela Superior :s. Examples of diagonal bracing: on first five trusses include: cinco trusses. Ejemplos de arriostre diagonal on los primeros cinco trusses incluyenr 6 Install Web Member Diagona ■ Instale el Arriostre Diagona Q Temporary web member diagonal bracing acts lation perpendicular to the plane of the truss at El aniostrdiagonal temporal de los miembro e: e inferior pare formar una triangulacOn perper Q Install diagonal bracing at about 45° to the ho�i restraint. Web diagonal bracing must extend f bottom chord. Repeat at the intervals shown Instale el arriostre diagonal a aproximadamenl secundarios (verticales cuando sea posible) c' filas de restriccOn lateral de la cuerda inferior.) mlembros secundarios tiene que extender de inferior. Repita a los intervalos mostrados en 1, L=UU The requirements for web permanent indi+ are specified on the truss design drawing (TDC more information. — Los requisitos para la restdccl6n permanente de truss para mlembros secundarios son-especi&a truss. vea e/ resumen BCSI-B3 para mas inform See Short Member Tem- Diagonal porary Lateral Restraint bracing, typ. \ options page 3. of Ejemplo rros See Short Member Diagonal Temporary Lateral bracing, typ. Restraint options Dam 3. ., Y. 1 Bracing de Miembros Secandarios with the top'chord and bottom chord temporary lateral restraint and diagonal bracing to form triangu- id prevents trusses from leaning or dominoing. secundarios trabaja con la restdoci6n lateral y el arriostre diagonal temporales"de la cuerda superior dicular al plano del truss y evita quo los trusses se inclinen o caigan como domin6s. zontal on web members (verticals whenever possible) located at or near rows of bottom chord lateral )m the top chord to the Diagonal i the figure below. bracing e 45 grados en los mlembros Vocados en o cerca de las Web members Arriostre diagonal para los a cuerda superior a la cuerda i figura a la derecha. ual truss member restraint Refer to BCSI-B3 for mbros individuales de en el dibujo del disen"o de I W-15' max. Same spacing as bottom chord lateral restraint Bottom chords Note: 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 sofa pendiente, trusses• pianos y profundos y ptros tipos de trusses con extremos profundos tambicn requieren restriccl6n lateral temporal yardostre diagonal en los mlembros secund- ados largos al parte•profundo del truss., r TRUSS DIXISTALLATHOM & TF' I•'ui P: i'. 1'(-i P;I lY rU'T 7h', ,y CI 'GG TInstall Bottom Chord Lateral Restraint and Diagonal Bracing Instate la Resfriccion Lateral y el Arriostre Diagonal de la Cluerda Inferior I • 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 arriostre diagonal de la cuerda inferior establl/zan el piano de la cuerda inferior durante la instalacion y asiste en mantener e/ espaciamiento apropiado de Jos trusses. 0 Install rows of temporary lateral.restraint at 15' on -center maximum. Remove, if desired, Bottom chord lateral restraint. after the permanent ceiling diaphragm Is in place. over tw' or greater lapped P 9over two trusses. Instale filas de restricci6n.lateral temporal a 15 pies en el Centro como meximo. Quftelos, si asi to desea, despucs que el diefragma permanente del techo este co/ocado. Bottom iQ Install rows of permanent lateral restraint at 10' on -center maximum. Specified spacing chords maybe less; check the truss design drawing and/or with the building designer. Instale filas de restricc/6n lateral permanente a 10 pies en el Centro como meximo. El espaciamiento especiffcado puede sermenor,• verifique el dibujo del diseno de truss con el disenador del edificio. truss spa breves every to truss spaces (20' max.) Q Install diagonal bracing at intervals of 20' maximum along the run of trusses. Instale el arriostre diagonal a intervalos de 20 pies max/mo a /o largo de la linea de trusses. see115ex�at iett 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. CAU ELf1 No remueva el arrlostre de tierra hasta que Coda la restriccl6n lateral y arriostre de /a cuerda superior, la cuerda inferior y los miembros secundadds esten instalados en porlo menos los primeros cinco trusses. 8 Repeat Steps 4 Through 7 with Groups at Four Trusses Using Option A or B . Repita las Pasos 4 a 7 con Grapos de Caatro 71rrlrsses Usando la Opcidn A o 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 lateral restraint Options 1 - 3 per Step 4 on page 3. Add long -length been set with short member temporary lateral restraint per Step 4 on page 3. (minimum 2x4x12') continuous lateral restraint (CLR) to be trusses together. Instale el arriostre diagonal en cada 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 en la pagina 3. Instale los siguientes cuatro trusses utilizando las opciones 1-3 por el Paso 4 en la pagina 3 de la restricc/6n lateral de miembros cortos. A WARNING After the initial group of five trusses are installed and braced (i.e., Made la restriccOn lateral continua (CLR) de longitud-largo (minimo lateral restraint and diagonal bracing), DO NOT set more than four trusses 2x4x12) para atarjunto los trusses. Solaparse las puntas del CLR when using short member temporary lateral restraint before you STOP, and a minimo de dos trusses. Instale el arriostre diagonal cada 20 pies diagonally brace as shown. Option B Is NOT permissible without diagonal mzWmo a to largo de la Itnea de trusses (vea la Figura abajo). bracing being installed with each group of four trusses. The maximum diagonal brace spacing provided in this Option assumes ground bracing is properly installed and in place. El espaciamiento meximo de arriostre diagonal en esta Opc/6n asume que el arriostre de tierra esta en sitic y es instalado correctamente. Diagonal bracing Spacing between rows of required at each endAj�(see TCTLR is dependent on of building between pan and pitch breaks each row of TCTLR,tep 2 on page 2). and every 10 truss spaces (20' max.). paces 10 truss s max. (20' max.) 10 truss spaces max. (20' max.) Note: Ground Bracing not shown for clarity. IADVERTENCIAI Despu6s de que el primer grupo de vino trusses sea instalado y aniostrado (Ej. restrical6n lateral y arriostre diagonal), NO co/oque mas de cuatro trusses cuando se usa la restriccldn lateral temporal de los miembros cortos antes que usted PARR, y an,16strelo diagonalmente Como mostrado. Esta opci6n B NO funciona sin el ardostre diagonal aplicado a cada grupo de cuatro trusses. Spacing between rows of TCTLR is dependent on truss span and pitch breaks -- (see Step 2 on page 2). 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 esten colocados Para aplicar el entablado estructural. Temporary Diagonal Bracing repeated entire length of building. A CAUTION 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. withconstruction loads. (SEE BCSI-B4)- CAIMI A Quite s6lo tanta restricc/6n lateral temporal y arriostre diagonal de la cuerda superior Como sea necesado para c/avar/a siguiente hoja de entablado estructural. NO EXCEDA la carga de disefio de truss con cargas de construcci6n. (VEA BCSI-B4)"' BCSI-02 SU6i968Ii " SHEET Alternate Installation -Meth".. Build It On the Ground and' Llft' It Into PI Metede AI%erno de insttalacione Construirlo en., la Tierra y•Levantarlo.en Lai Q Ensure level bearing; set, position, plumb 1 Aseg6rese que el spoporte es nivelado; cc el grupo de trusses en la tierra. ' ' Q Apply structural sheathing for stability. Be! Aplique el entablado estructural para estal y 4 pies x 4 pies hasta el pico. Q Be sure to install all top chord, web membl the module. Aseguirese de instalar toda la restriccOn y cuerda inferior antes de levantar el m6duk A CAUTION Additional restraint and bracin GAMMA La resit ccOn y aniostre adicii sin peligro. Q Be sure to get proper guidance from a regi installed safely and properly. Asegurese de obtener consejos apropiado dos apropiadamente y sin peligro. properly restrain and brace the trusses as modules on the groi ir, posicionar, nivelar y restringir y ardostrar aprop/adamente at the heel and alternate 4'x8' and 4'x4' sheets up to the peak. tad. Empiece en el tal6n y alteme laminas de 4 pies x 8 pies and bottom chord lateral restraint and bracing prior to lifting de la cuerda superior, el miembro secundario, y la may be required to safely lift units into place. ial pueden ser requeridos para levantar los m6dulos en sitlo design professional to insure modules are designed and un profesional registrado de disefio para asegurar que los m6dulos son disenados y instala- Hip Set Assembly and Bracing 1 Ensamblaje y Arriostre del Grapo de Cadera Permanently connecting the end jacks to the end all and girder as early in the installation process as possible dramaticall�ncreases the stability of the hip girder and the safety of the structure. Conectando permanentemente los gatos, extremo a la paredd extremo y el travesano tan temprano en el proceso de instalaci6n Como sea posible aumenta drAsticamente la estabilidad del travesano de cadera (hip girder) y la seguridad de la estructura. Hip trusses , common trusses Hip girder End wall ' End'jacks Note: Truss restraint and bracing not shown for clarity. •. Hip jack Use the following sequence: I Girder setback a from end wall Side jacks Use la siguiente secuencia: Step 1 Position the hip girder on the bearing walls at wall setback and permanently attach to supp Posicione el travesano de cadera en las pare al setback" especificado de lapared extreml, soportes permanentemente. CM Whenever possible, connect multi -ply girdo and install the end jack hangers (if required) prior installation. All plies of a multi -ply girder shall the fastening schedule on the TDD before atte members or applying any loads. Siempre que sea posible, conecte los trusses de capas juntos y instale los colgadores de gato ext antes de la erecci6nrnstalacl6n. Todas capas di vans capas sujetardn por el horario de fijar e disefio do truss antes de sujetar algunos mlet o de apticar algunas cargas. Step 2 Install hip jacks, and end jacks at maximum 1 crane continues to hold girder in place. Instale Jos gatos de cadera y los gatos extreme en centro mientras la gnia continua mantener the specified end Irts. des de soporte i y sujete a los :r trusses together to erection/ )e attached per Ching any framing travesano de varias- emo (si requerido) I un travesafio de n el dibujo del libros de anfostre 0' on -center while r§ a 10 pies ml)dmo .% travesano en lugar. Note: Attach jack trusses to top chord and bottom Choi d 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 es importante porque 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 hnc6n restantescon todas las conexiones permanentes de install hip jacks, and end truss-a-soporte (Ej. jacks ximum 10`6.c. colgadores y soportes de anclaje). Step 4 Install the next hip truss with 2x4 short member temporary lateral restraints. Attach each short member 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. Short Member Instale el r6ximo truss de cadera con 2x4 restricciones Lateral laterales temporales para Restraint m/embros cortos. Sujete cada restricc/dn lateral temporal del miembro corto a la cuerda superior del travesafio de cadera y al truss de cadera contiguo con dos clavos a cada conexi6n. Las restricciones laterales temporales para miembros cortos deben ser bastante largo pars extender a un minimo de 1 %" pasado de la cuerda superior de cada truss. Puse la restriccl6n lateral temporal de miembros cortos a roturas del pendlente y a /ntervalos por las cuerdas superiores segun el Paso 2 en la pegina 2. Step 5 Install remaining hip trusses. For the flat portion of each hip truss, use short member temporary lateral restraints 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 que son porlo menos dobles la longitud del primer grupo de restricciones temporales laterales de miembros cortos (vea Ia. figura en la pr6xima p9gina). Para las cuerdas pendientes de los trusses, instale las restricciones laterales temporales de miembros cortos segun uno de las tres opciones en Paso 4 en la pfigina 3. i TRUSS OCLISTALLATO810 Cla 'BRM, PGRARV RI2-S-LP-AMG'.i"GA3RACOCC"G Step 6 Ins gui on do Paso 6 ins pa /as en 24 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 los materiales o de pie en lugares que causarin inestabilidad, como en voladizos, salientes, tomas finales, o conexione cerca a viga. Attach to Locate Spreader bar truss at 10' o.c. above or stiffback max mid -height Spreader bar 2/3 to 314 truss length Tagline For trusses up to and over 60' - Attach to truss at Spreader bar 10' o.c. or stiffback max. J Spreader bar 2/3 to 3/4 truss length trusses up to and over 60------- Tips For Safe and Efficient Installations Consefos para lnstalaciones Seguras y Egcientes Q Assemble the first five trusses with all structural sheathing, restraint and bracing, either as the trusses are installed or built as a unit on the ground and lifted into place. Ensemble los primeros cinco trusses con todo el entablado estruc- tural, restricci6n y arriostre, cualquier cuando los trusses son insta- lados o son construidos Como una unidad an la Berra y levantados an lugar. J Long Span Truss Installation lnstirlac/6n de Tlrasses de Tframos Largos Q 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 mSs son extremamente peligrosos a instalar y requieren medidas de seguridad y manejo mis detalladas que trusses de vanos mils cortos. Before Stardng Antes de Empe+zar Keep trusses straight during hoisting to minimize bending out -of - plane. Mantenga los trusses derechos durante el levantamiento para m/ni- mizar el doblado fuera-de-plano. Add a temporary center support to provide greater stability and leave in place until all permanent building stability bracing is installed. Agregue un sopo►te temporal en el centro para proveer mds estab- ilidad y quedarlo en lugar hasta que todo el arriostre de estabilidad permanente de construccOn as instalado. INAP, IF WE Q Hire a registered design professional to provide a temporary re- Q Apply structural sheathing to the top chord as the trusses are being straint/bracing plan and to supervise the erection process. installed. Contrate un Profesional Registrado de Disefio para proveer un plan Aplique el entablado estructural a la cuerda superior mientras los de restriccOn/arriostre temporal y para supervisar el proceso de trusses estcn instalados. erecci6n. Q Develop a safe, effective truss installation method and inform all crew members of their roles. Elabore un m6todo seguro y efectivo de la instalaci6n de trusses e informe todos m/embros del personal de sus papeles. Q Use personnel who have experience installing trusses 60' and,great- er in span. Use instaladores quienes tienen experiencia an instalar trusses de 60 pies o mas de tramo. Q Ensure that the walls and supporting structure are stable and ade- quately restrained and braced. Asegrirese que las paredes y la estructura soportante son estables y adecuadamente restringldas y arriostradas. ® 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 equipo de levantar y los materiales de construcci6n necesarios a la mano. Asegurese que el operador de gr6a ent/ende Ids requisitos especiales de levantar los trusses de tramos largos (vea BCSI-BI).- Q Install all permanent individual truss member restraint and bracing immediately. Instale todo el aniostre y restriccl6n perrnanente de miembros de trusses Individuales inmediatamente. BCSO-32 SU rUIPUTARV SNEIST Field Assembly, and Other Special Conditloles Ensamblaje de Campo y:Otros`Condiciones'Esperia/es Certain sizes or shapes of trusses require son Refer to the truss design drawings for specific methods, unless the, construction documents I Ciertos tamanos o fo►mas de trusses requieee la obra. Refiera a los dibujos del-diseno de tru especfficas sabre ensamblaje de montaje, a n de construccidn indlquen to contralto. The contractor is responsible for proper field a El contratisto es responsable para el ensambl Piggyback Trusses. . Trusses de Piggyback 91 The supporting'trusses shall be completely member AND permanent building stability t FORE installing the supported ("cap") frarri Los trusses soportantes seren completame miembros de trusses Yel arriostre de. estal construccOn coma es requeddo ANTES de ("cap) soportados. 0 Sri.. ' pis= -:- �i •_ assembly at the jobsite. structions on assembly icate otherwise. ilgdn ensamblaje en para instrucciones vos que los documentos de campo apropiado. - WARNING Adequately restrain and brace th supporting trusses to prevent buckling. IADVERTENCIAI Restrinja y arriostre adect plana de los trusses soportantes para prevenii RI For more information on how to permanently 1, diagonally brace piggyback truss systems refe Para mes infonnaci6n sabre coma restringir la etamente y arriostrar diagonalmente sistemas back refiere al BCSI-B3."' Field Spiked Trusses Trusses Empalmados En Campo [1 Splicing can be performed on the ground befo truss sections can be supported by temporary hoisted into place and the splices installed from a safe working surface. Empalmando puede ser hecho en el suelo antes de la instalad6n o las secciories de trusses pueden ser soportaados por "shoring" temporal despucs de que sean levantados en Fie lugar y los empalmes son instalados = ten de una superficie de trabajo segura. '"Contact the component manufacturer for more To view a i sd with all truss as required BE- instalados con todos 3d permanente de talar los armazones (i.e.base) trusses flat portion of the idamente la parte 91 fallar. orally restrain and to BCSI-B3.'" Valley Set Frame Installation Innttalacl6n de Armaz6n de Contjunto de Valle 0 The top chords of the supporting trusses must be braced properly. This can be accomplished by attaching structural sheathing or with rows of lateral restraint, spaced no more than the maximum on center spacing specified on the truss design drawing, and diagonal bracing. Las cuerdas superiores de los trusses de soporte tienen que ser arriostrados apropiadamente. Esto puede ser hecho par sujetar el entablado estructural o con files de restriccOn lateral, especiados no mes que el meximo en el espaciamiento del centro que es especifi- cado en el dibujo del diseno de truss, y arriostre diagonal. Valley sets as over -framing This document applies to all sloped and flat chord trusses built with the wide -face of the lumber oriented vertically. Examples include: Este documento apllca a todos trusses de cuerda pendlente y plan construldos con la cara-ancha de la madera orlentada verticalmente, tales coma:. Gambrel truss Mono truss Scissors truss Parallel chord truss itmente penman - trusses de piggy- For parallel chord trusses manufactured with 3x2 or 4x2 lumber, see BCSI-B7.— Para los trusses de cuerdas paralelas fabricados con madera 3x2 a 4x2, vea el resumen BCSI-B7."' installation or the ioring after being !.:I*.!... .... id trusses with center support For trusses spaced more than Y-0" on -center, see BCSI-B10: " Para los trusses espac/ados mes de 2 pies en el centro, vea el Resumen BCSI B10.— i or consult a registered design professional for assistance. PDF of this document, visit sbcindustry.com/b2. , , This document summarizes the Information provided In Section 82 of the 2013 Edition of Building Component Safety Information BCSI - Gulde to Good Practice for•Handling, Installing, Restraining ✓£ Bracing of Metal Plate Connected Wood Trusses. Copyrlght © 2004 - 2016 Structural Building Components Association and Truss Plate Institute. Al 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. SBCA WOOD Truss Plate Institute 218 North Lee Street, Ste..312 6300 Enterprise Lane - Madison, WI 63719 Alexandria, VA 22314 608-274AS49 • sbc1ndustry.com 703.683.1010 • tpinst.org •' F 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. IADVERTEMCIAI Desculderel anfostrelresMccl6n permanents as una cause principal de prob- lemas de rendimiento del truss en Campo y habla conocido a Ilevar at denumbamiento del sistema del fecho o plso. 'A CaRMCNI Trusses with clear spans of 60 feet (16.3 m) or greater, may require complex perma- nent bracing. Please always consult a registered design professional. Tremos sobre 60 pies o m3s pueden requedr ardostre permanents complejo. Por favor, consults slempre a un profeslonal regisfrado de dlsefio. Restraint/Bracing Materials,&.Fastener Msierial Y Cliernes de Besttrlu/6n/Arrlloatre. Q Commonly used restraintibracing materials include wood structural panels, gypsum board sheathing, stress -graded lumbee, proprietary metal products, and metal pudins and straps. Matedales comunes de ardostrar1resofnglrinduyen pansies esbucturales de maders, entablado de yeso, madam gmduada por esfuerza, productos de metal patentados, y vigas de soporte y tires de metal. LumberSke ,• b1lnGnumNaaslzo MinlmumNumhero( - Nalls per Connection 20 stress -graded 10d (0.12841 12d (0.1284251 2 18d (0.13W.51 W stress -graded 10d (0.128s3l 12d (0.12M.M 3 16d(0.131x3.5J ' WpAlk� ,MIN I? r 00mrabehment requiromerds may be spedgad by the building designer or truss designer. ' The graderslze and atlachmerd for bracing materials such as woad structural panels, gypsum board sheathl g, propdaNtymetal resbahlabmeing products, and metal purlIns and straps are provided by the bufldlrg designer. �Permanent Brac7ng for the Various Planes of a 7Yuss j Arrlostre"Pormanonle Para Varlos Pianos do un 7iuss d Permanent bracing Is important because it a) prevents out -of -plane buckling of truss members, b) helps maintain proper truss spacing, and c) resists and transfers lateral loads from wind and seismic forces. El ardostre permanence es importante porque, a) lmplde el forcer fuerado-plano de los mlem- bros del buss, b) ayuda en mantener espaclamlento aproplado as los trusses, y c) resists y pass las cargos laterales de viento y fverras slsmicas aplicadas at sistema del truss. 0 Trusses require permanent bracing within ALL of the following planes: 1. Top chord plane 2. Bottom chord plane 3. Web member plane Top I cnora plane Trusses requieren arriosfre permanents dentro de TOWS los siguientes planos: 1. Plano de Is cuerda superior 2. Plano de to cuerda inferior 3. Plano del mlembro secundario ACAU7= The truss, or a portion of its members, will buckle (i.e., fail) at loads far less than design without permanent bracing. ACAUMMM Sin el aniostra permanents, del truss, o un parts de los miembros, forcerdn (eJ. fallardn) de cargos muchas menos qua las cargos qua e/ truss as ciisefiado a Ilevar. Structural 1.1. Permanent Bracing for the Tbp Chord Plane sheathing f� Arr%ste Permanence pare e1 Plano on tap chord Superiotr �" �.. Mane 0 Use plywood, oriented strand board (OSB), or wood or metal v structural pudins that are property braced. Attach to each truss. Use contrachapado, panel de fibres orientado (OSB), a„t o Ngas de soporte de matters o metal qua est6n ardostrados apropladomente. Sujete a cads truss. d The Truss Design Drawing (TDD) provides information on the assumed support for the top chord. El Dibulfo del Disefio de Truss (TDD) proves informad6n sobre e/ soporte supuesto pars la cuerds superior. 0 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. E/ tomafio de cierre y requisitos de espaciamfen- to y grado pars at entablado, vigas de soporte y arriostre son provistos en el c6digo del edificlo y/o por at dlsefiador del edificlo. 2. Permanent Bracing for the Botto' m �$ Ah ord Plane rriostre Permanents. Parael Plane de •Cuerda Inferior 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 restriccidn lateral continua con arriostre diagonal, entablado de yeso o cualquier otro material parr techo quo pueda funclonar Como un diaf agma. �IW �LW r. Q The TDD provides information on the assumed support for the bottom chord. Et TDD proves informaddin sobre el soporte supuesto pain to cuerds Inferior. Q Install bottom chord permanent lateral restraint at the spacing Indicated on the TDD and/or by the building designer with a maximum of 10' (3 m) on -center. Instate ►estricclbn lateral permanents de Is cuerda inferior at espaciamlento indicado an of TDD y/o por el dlsonador del edificlo con un mdttimo de 10 pies on of Centro. Diagonal bracing. CLR splice rairdorcemern Attach to each truss. Truss Member 2p CLR Bottom chords A A Lateral 10' restraint Minmum2'2x_Scab blockcente 510' 520' WAT over CLR splice. (3 m) m) 510' �(( ) or greater Attach to CLR with minimum 8-16d m) 510, lapped over (0.135A.51 nails each m) Note: Some two trusses aide of splice or as specified by the chord and or CLR splice Bwlding Designer. web members reinforcement SECTiONA-A Lateral restraint and diagonal bracing used not shown for to brace the bottom chord plane. clarity. _ Truss 3. Permanent Bracing for the Web Member Plane I Member Arrilostre Permanentpa El Plano del Mlembro Secundarlo 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. Ardostre permanents de los miembros secundarios recogen y pasan fuerzas de restricci6n de torcer ylo cargas laterales de viento y fuerzas s/smicas. A menudo el mismo arriostre puede ser usado para ambos funclones. Individual Web Member Permanent Restraint & Bracing ResModdim yArdosire Pemmnanita de Mlembros Secundarlas Indlvlduales Q Check the TDD to determine which web members (If any) require restraint to resist buckling. Revise el TDD pare determiner cuales miembros secunderios _ One restraint requ red (si algunos) requieran restriecl6n par; resistir of forcer. ' %A; '.a: on each of these webs. Note: CLR can be Q Restrain and brace with, installed on either side A. Con0nuaus lateral restraint &diagonal bracing, or of Member. B. Individual member web reinforcement. Resfrinta y aniosire con, A. Restdcci6n lateral continua y ardostre diagonal, o , B. Refuerzo de miembros secundarios individuales. A. Continuous Lateral Restraint (CLR) & '.rl Diagonal Bracing ResMccl6n Lateral Continua fCLU) yA►riostie Dlagond Attach,each row afCL•Rrafthe IOca0ons ehownroil the TDD. Sujete cads fila'as CL•R emlas ubiracionea mosbados,emafTDD.. 19 install the,diagonal bracing at an angle of=less then or equal -to 45• to the CLRIand,poslUon so that It cros`ssesl a web I, n,clo a prox miry to the CLTR�Attach Uie d�lagonal bracYe as close to t e top and bottom chords as and to each:web itcrosses. Repeat every 2x_0�(@?i m)lor leu 1 7nshale el amp osF 'diagonal a un 3nguk menos de o igual a 45 a! GLR:y cof6quefol paraXque c u e z�wN.... .ar r" '"�" ,.amostrea .J..•Lek+.-:F.z,.r ,.wv.,...�wF.+- {,--, Iaare —nuarr �e1C LIR W. elm arrf4sfre dfag�ona tan�pr6wm o a,lasArarer�das4 upenores, y rnlsnores.,como sea posuble ya Cade cuerda quello,cruzarRpita o soda-20 puss (6'1rm) menos. LIP - Group of 3 Trusses Note: Some chord and web members not shown for do ty. Structural sheathing Diagonal brace Diagonal Lateral braces 545' restraint Group of 2 Trusses Lateral restraint Q Lateral restraint & diagonal bracing can also be used with small groups of trusses (.e.,.three or Directly less). Attach the lateral restraint & diagonal brace to each web member they cross. attached ResMccidn lateral y ardostre diagonal fambidn puede ser usado con grupos pequefios de trusses rigid ceiling (elf. tres, o menos). Sulfate la reshiccidn lateral y el arriostre diagonal a cada mlembro secundado quo los cmzen. ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAIMr! Gable End Frames and Sloped Bottom Chords ISIEMPRE ARMOSTRE LA RESMIC06N LATERAL CDNTI U A DWGONALMENTEI Armazones Nasdales Y Caerdas InferlIams Pendlentes B. Individual Web Member Reinforcement Q The gable end frame should always match the profile of the adjacent trusses to permit installation Refrrerae de Mrembros Seeundarlos Indlulduales of proper bottom chord plane restraint & bracing unless special bracing is designed to support the T-, L-, Scab, I-, U-Reinforcement, proprietary metal reinforcement an stacked web products end wall. provide an alternative for resisting web buckling. El amraz6n hastial slampre dabs enca)arof perfil de las trusses contiguous pars permitirla lnsta- T-, L-, costs, I-, U-Refuerro, refverzo de metal patentando y producips de mlembros secundados lacf6n de restdcd6n y arriostre apropiada de Is cuerda interior menos quo arriostre especial as amontonados proveen una altematfva pars resisfir el forcer de las mf�mbros secundados, disenado pars sopodarla pared de exfremo. Bonne chard pine I T•Reinlorcemem Scab Rshdorcement Product I Web (with sdssas gable end hams) Mefal Stacked EmMleotraked gable end was Truss Member, typ. L-Rehdorrament ACaU=Hl Using a Flat bottom chord gable end frame with adjacent trusses that have sloped Q The following table may be used unless more specific information is prof vided. bottom chords is prohibited by some building codes as adequate bracing of this condition is dif- La sigulente table puede ser usada a menos qua information mats esp¢cifica esid provista. 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. ` . Specified CLR ;, Sim '-of, Trun, Web' REINFORCEMENTWEB �.Type6sin"Lweb Reinforcemeatt ` •• SINGLE �• •Grade of Web Beirdorcement .. � PLY TRUSSES' Mknlmem Length q1 Web , petnfereemant • '•'Mmimuin `- Connectlan oI Web RelMorcemenl,Ip,Web - 'T -L^:. Scrib'' 1 Row 2x4 20 W 2x4 ' Same species 'and grade or betterthan web member 90%of web or etaendtoWthin 6'(150mm),ofentl of web m mber, whichevgr is greats; 16d(0.131x3.5q nalls Q 6'(150 mm) on-cenw ffi6 2x6 2x6 2x6 2x8 W W W 2 Rows 2x4 2-2x4 ?xs — — — 2-2x6 Zxg 'Madmum web length Is 14 feet (4.3m). 'Attach Scab Reinforcement to web wit 2 rows of mbumem led (0.1204') nails at 6' (150 mml on -center. PW NENTLAMtALRESiRA(Ni I WEBM11FOR(EMEnRE4 &DIAGO 11MCiNOREQ(HRED ,u'�ova'��rmow 'owl - - cmweainwaurwwx ,. m'9eN"` I i e zLcesns uusrour I �"; " , Ewroace� m x�uw.Louoauumona�smwanuiew.mrou xorrvnon I_�' � ." . ,... oe®momeuvnwsmreow;ouc RFSIRICCIbNAL NUTE I)MMARENR:YARWOM �� DIAGOES MM - REMfERZO DE MLEMBRO SE El use de un armaz6n hastial de /o cuerds inferior con trusses conliguos cuales denen cuerdes infedores pendientes as prohfbfdo por algunos c6digos de ecifflcios porque or- dostre adecuado de sate condicf6n es difidl y a veces imposible- Conslderedones espedafes de disefio pars el aniostre de Is pared de exrremo son requeddos por el disarador del edifido si el perfil del annaz6n hastial no hacejuego con los trusses contiguos. Permanent Bracing for Special Conditions, - Ar►lostre PermaI nente Para,Coirdiriones Especiales Sway Bracing—A►riosEre ide 'Swc(y" Q -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. Ardostre de 'sway' estd instalado por Is discredon del disefiador del edifido para ayudar an estabilizar at sistema de trusses y pare minimizer at movimiento lateral debido a cargas de viento y cargas sismicas. ' Sway bracing installed continuously across the building I x also serves to distribute gravity loads between trusses of I•�,'' ( varying stiffness. Arriostre de'sway que as instalade contfnuadamente at bavdis del edifitio fambfdn as usado Para Aj ! I disMbuir las cargos de graveded entre trusses de rigidez vadando. Q Some truss manufacturers provide additional assistance by using tags to ark the web members that require lateral restraint or reinforcement. A/gunos labricantes de trusses marcan an e/ truss las ublcadones de re erzo o restrIcd6n lateral de mfembros secundados con efiquetas similares a las arriba. Web Member Pane Permanent Bluilding Stab➢lily Bradng tto Transfer Wind & Seismic Forces ,Arribs . de Estabiliidad Per/nanente del Edifido del Plano de Mlembro Q The web member restraint or reinforcement specified an a TDD is requiredilo 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 6 wind and/or seismic foods applied perpendicular to the plane of the trusses. This restraint and bracing is typically speci- fied by the building designer. La restriccOn o refuerzo de mlembros secundarios especificader an un TDD es requeddo pars reslsfir Is deformacl6n bajo hierzas axieles causades por cargos verdcalesl aplloadas at truss. Re- shfcci6n adiclonal y e/ aparato ortop6dlco dentin del piano mlembro de bonds tambifin puede ser necesada pare transfedr fuerzas tolerates debldas at viento y/o cargos stsmicas aplicadas perpen- dicular at piano de las cerchas. Esta restriccl6n y ardostre es tlplcamente vlsto por of disefiador del edfficlo. Dlegonal brace to mof diaphragm Gable frame Horizontal / L-reinforcement Note: Top chord -' shm.thing not shown - for clarity. chord Roof diaphragm blocking Gable end/wag permanent diagonal bracing. Locate In line with bottom chord permanent CLR or as specified) by the building designer. Q Some truss designers provide general design tables and details to assist the building designer in determining the bracing required to transfer lateral loads due to wind and/or s ismic forces from the gable end frame into the rootand/or caning diaphragm. Algunos disefiadones de trusses proveen tables y detalles de disefio generates pare asistir al disefiador del edftido an daterminar el arriestre requeddo pare poser cargos %aterales debidas a fuerzas de viento y/o fuerzas s/smicas del armazdn hastial al disfregma del "ci. Permanent RestraintlBradng for the Top Chord In a Piggyback Assembly Resfricef6MAmfostre Permanentca pare la Guardia Superior en un Ensambl* de Piggyback Q Provide restraint and bracing by: Rspaat dngonal using rows of minimum 4x2 stress -graded bradnp (Ind) aC10 ' lumber CLR and.diagonal bracing, or (3-m) Intervals or as' • p P , s CLR (green) connecting the CLR into the roof diaphragm, s aetfiad ,, , , ,. , at s the span. or • adding structural sheathing or bracing ing specified frames, or ftd truss • some other equivalent means. Proves restdcd6n yardostre por. • usando fi/as de 4x2 CLR de madera grad- uada por esfuerzo y ardostre diagonal, o conectando of CLR al dlahagma del echo, o afiadiendo entablado estructurel o arm zones de arrrostre, o • algunos ofros m6todos equivalentes. Q Refer to the TDD for the maximum assumed spacing between rows of lateral restraint (e.g. pudins) attached to the top chord of the supporting truss. Consults el TDD pare of espadamlento m"mo supuesto pars sujetar is restdoddin lateral (p. ej., vigas) a Is cuerde superior del truss Cap soportante. A-' 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 9 bracing frame or restraint. structural sheathing El TDD proves at grosor onexl6supuesto /h Is s entr � is installed (ntermit- d6n y los requisites de cenexi6n minimos antra tartly Is capa y at truss soportante o Is restdccl6n Bracing frame or sWctund If dtegonal bracing is used to restreln the r �— sheathing CLR(s)"repeatratib �tntervals;oras Supporting soeclfied fir the construction documents trusses To view a non-prinfing PDF of this document, visit sbcindustrycom/b3. Para ver un PDF de sate documento qua no se puede imprimir, visits sbc1ndusIryoomfb3. SBC•-L ■aormoacoLm TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St, Ste. 312 •Alexandria, VA22314 608-274-4849 • sbcinelustrycom 703-683-1010 • tpinstorg B31NEB11x17160217 _ �, Uzi "i v;:. .. Checklist for Handling and Installing Trusses • Lista de Verificacion Para ManeJar a lnstalar Los Trusses Review all the information provided in the JOBSITE PACKAGE to ensure compliance wit industry recommendations. Property damage, serious bodily injury and/or death are possible when handing and installing trusses without following the recommendations presented in the JOBSITE PACKAGE. This is particularly true when working, with trusses with clear spans 611' and greater. Use the following checklist when handling and erecting'trtsses. O Inspect the trusses at the time of delivery and after installation for: (1) Conformance with the Truss Design Drawings (2) Disiodgedimissing connector plates . • (3) Cracked, dislod9ed or broken members (4) Any other damage that may impair the structural integrity of the trusses. •• . . . . . . . . notify the truss manufacturer if truss repairs are needed. After installation, if damage to the trusses is discovered that could weaken them, temporarily brace or support the trusses to prevent further damage and make sure the area remains clear of plumbing, electrical, mechanical runs, etc. until the required repairs have beer propgrly completed. DO NOT cut, drill, relocate, add or remove any truss member or metal connecter plate until you have received instructions from the truss manufa,-curer. Q. Protect trusses, from weather, corrosion, lateral bending, damage and deterioration when stored at the Jobsite. When trusses are stored at the site, use blocking, stringers, pallets, platforms or other means of support to keep the trusses off the ground or in a braced upright positian to avoid damage. d Carefully review the truss design d awings (TDO) ane. the truss placement diagram (TPD) if/when provided by contract, and all JOBSITE PACKAGE documents, prior to handling and installing trusses. ' IJ Examine the building, the building's structural framing system, bearing locations and related installation conditions. Revise toda fa inform4ci6n provista en OPAQUETE DE OBRA;para asegurarse que cumplen con las recomendaciones de fa industria. Dario a propiedad, hadda seda y/o muerte son posibles cuando maneiar a instalar musses sin slguiando las recomendaciones piesentados an del PAQUETE DE OSR,4. Especialmente arando trabajar car, trusses de 66 pies de largo o. tnas. Usela siguierite lista de verificacion cuando se manejan o.5elevanlan los trusses. © Examine los trusses cuando se los entreguen y despres de la instalaci&n para: (1) Conformidad con los Dibujos ce Diseno del Truss (2) Places de conexion fuera de lt.garo perdidas (3) Miembros rotos, descolocados o partidos (4) Cualquier otro dano que pueda perjudicar la Integridad estructural de tos trusses. Avise el fabricante de trusses si reparaciones al truss son necesarlos, Despues de la lnstalaci6a, si dano a Ios trusses esta descubierto qua pvaden debllitarlos, arriostre o soporte lcs trusses temporalmente para prevenir mas dalo y asegurese qLe el area queda fibre de tub:rias, las compone7fes efectricas o rrncanicas, etc_ hasfa que lodes los repamc!Mov. egt�eridas sow con. plafados correctamente. NO corte, perfore, reubique, anadao quita ningun miembro del truss o conector de metal hasta que haya recibido instucciones del fabricante de busses. C3 Proteja los trusses del clima; de fa corroslon de torceduras laterales, dano y deterloros cuando los guarda an 1a obra. Cuando trusses son guardado an sits, use bloqueados paletas, plataformas u ofras tipos de soporte oars almacenarlas fuera de la tlerra o an posiclon vertical para evitar que se danen 0 Revise cuida dosamen to los dibujosde diseno del truss(TDD), el diagrama de instaAcion de trusses (TPD) si esta provisto, y todos los documentos oel PAQUETE DE :)BRA antes de rnanejar e instalar los trusses. A Examine el ediflcio,el sistema de) armazon estructural, /as Copyright © 20r2-2014 Structural Buliding Components AS£O01stion. All Rights Reserved, 713HBCHECK-140905 Begin installing trusses only after an I unsatisfactory ubicaciones de los soportes y las condiciones relacionadas con conditions have teen corrected. fa instalacion,'Comience a instalar lcs trusses solo despues de Cl Properly connect all beams and components that support<haber resueltri'cuafquier condieion dssfavorab/e. trusses prior to Installing the trusses. 1 Conecte correcta►riente todas las vigas ycomponentes que O Girder trusses may consist of moralthanone truss. apoyan cerchasan.tes de instalar las trusses. Review the TDD to determine the projier number of piles and ©.'Los trusses `do Jravesano pueden consistir an mas de un the correct attachment methods to be jrsed of the jobsite. truss. Revise los TDDs para determnarel neimero adecuado de ElUse a spreader bar 112 to 213 of the Huss span for irdsses capas y las mefoc+os de conexir5n ccrrecfos para ser usados en over 30' but less :han 60' and 2/3 to 314 of the truss span for !a obra, trusses up to and over 60'. 0 Use una barra deextension a 7/2hasfa 21s del vano def truss para O Install lateiat �estralnYand diagonal�bhrtcing in accordance Jos trusses que jengan entre.30 pies y,60 pies. Use una bars de = with the guidelines in the JOBSITE PACKAGE to prevent extension z/s hasta 314 del vano del truss para los trusses haste trusses from. toppling during installetiori. Erect trusses using mas largo de 60 pies. - .. • the design apaciny indicated, keeping the trusses vortical and Lt instals reava'Gcion fatcrral y acriastrs dMgvrral do ac-aardo parallel to one another. Anchor trusses securely at bearing con las directrices on, el PAQUETEDE OKRA para evitar que points. Space trusses no more tha'r pins or minus 1/4" from. !os lrilsses se caigan durante la instalacion. Levante Jos trusses the TPD location. ; usando el espacio de diseno indicado, y mantenga 163 trusses 0 Refer to the construction documents, the TCIDs, or the verticalesyparalefas con respecto alotro. Arriostre los trusses TPD (if required by the contract} For the hanger locations.: de forma segura.an los soporte&'Separe los trusses a una Hangers shall be correctly attached..Refer, to hanger., distancia no mas de 114 pulgadas de le ubicacOn en ei TPD. manufacturer's specifications for installation informati�rl, r3 ' Refrera a los documentos de construction, el TDD o el TPD 0 Install ail permanent indivtduaE truss member:restraint or l " - (si requerida par el contrato) para las ublcaciones de los . rrtetaher'relnforcement depicted cn tFle TDD,' conecfores. Conectores deben ser sujetados correctamente. Refrera a las especificaclones dal fabricante de los conectores .cl Comply with the, owner's, or the owner's retained : para informacOn de instalacibn. registered design professional's, permanent building I7 Instals Codas restrlcciories per+nanentes de m;embras stability bracing, anchorage, connections and field assembly requirements. This info oration is typically fndAdduales del truss o refuerras de mfembros secandarios provided'in the construction docum3nts�. mostrados en e1 TDD. D install structural sheathing as soon aII5 possible. Trusses 0 Cumpliese can Jos requisitos de arriostre permanente de hold their profiles best when they have been properly estabilidad del edificlo, restricciones; conexiones, y del braced wi>n s i aural sheathing. ensamblaje on cameo del propiefarlo o del profestonal de plumbed, resiraired and Sheath early... *heath after►f diseno registeaee que as empfeado por el propietario. Esta ihforrimcibn es proviste tipicamente an los documentos de O During construction, distribute material and equipment consfruccidn.: loads (e.g., plywood, drywall, roofing, toois, etc.) on tie Instate el entablada esfrucfural cuenfo antes. Los tresses se each truss. Make sure the trusses are re trusses stay within the limits tcadequately carrying capacity for restrained sostienen mejor cuando han sido apropiadamente colocados a a and braced BEFORE placing any construction loads on them. plomadas, restringidas, arriostradas y sujetados al entablado i estructural correc'a»'enfe. iAlpffque" el errtablado "temprano... Only install HVAC units, fire sprinklers, etc., on trusses if the trusses have been designed to accommodate these .pecifrc apliquelo con frecuencial loads. Review the TDD for the asSLmed loads and locations. 0 Durante la construccir5n, dlstribuya Jos materiales p cargas O NOTE- Temporarily de equlpo (ej. ccntrachapado, herrainientas, materlafes, etc.) braced structure` are en Jos trusses para gtiadese entre las llmitas de capacidad v ;�� { 1+Y para cada truss. Asegurese que los trusses son restfogidos y NOT suitable for use t; •^# Y E. or occupancy. Restrict arriostrados adecuadamente ANTES de poner algunas cargas •........... l •�}', . access to construction .;, t :::t de construction encima de Jos. Solamente instals unidades de personnel only. i>O t ;: HVAC, aspersores del fuego, etc., en tos trusses s! tos trusses NOinhabit of store son disehados para confenerlos. Revise los TDD para las cargas anything of value in rat l� y ubicai;iones suFuestos. s; temporarily, O NOTA, Estructuras que son arriostrados tempora/rrrente NO braced structure.. SON apropiados para el use o la ocwaci6n. J;estrinja la entrada a solamente los obreros. NO habita, o guardar alguns cosa de valorentre de estructuras que'son arrJostrados temporalmente., To view a, non -printing PDF of this document, visit sbcindustrXr.comlttbhibcheck. Und:r industry guidelines, trusses that have boon tielq altered on the jobsite or ftatas galas industriales, fos trusses que Iran sido ofteredos on elloobra o so - overloaded during the instsliation phase of construction may null or vdd the truss brecargad❑s durnMe /a,fasa de instalaci8n de /a ronsuuccibn, pueden anulor.o In- marf sfacturers. limited waranty: Check the truss manufacturer's limited warranty vaRW/a garantla timiteds lue, ofrece la campafib fabricante de sus tresses. Para for specific information. I •lnfornacidn espaplffcq, m0se la garantia que bd7da ra.Compabla fat)dcants. Truss Technology in Building �� An informational series resigned to - address the issues and questions faced by ff Iti 1 pr fessionals in the building construction process. g p �., 6300 Enterprise Lane: • Madison, Wl 5 719.608.274-4849.608-2?4-3329 fax - sbandustry.com - wta@sbcindustry.com Copyright a 2002-2014 Structural Building Components Association. All Rights Reserved Reproduction of this Jacument, in any fern•, Is probbted withoutwrstten permission from the publisher. This document stould appear in more than one color. Printedin the United States ofAmerica. f' Regulations on fall protection and erection/installation of trusses in residential construction are contained in OSHNs 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 protecci6n contra caidas y /evantamientolinstalaci6n de entramados en construcci6n residencial vienen contenidos en /a Regulaci6n de Protecci6n contra Caidas de OSHA, 29 CFR 1926 Subparte M (el EsOndar). La secci6n 1926.501(b)(13) de la regulaci6n establece en parte: "Cada emp' leado que partfcipe en actividades de construcci6n residencial a 6 pies o mas por encima de niveles infedores deberan estar protegidos por sistemas de rampas de protecci6n, andamiaje, un sistema de red de seguridad o un sistema de protecc16n personal para detenci6n de caidas." . %MISS sysielms © DANGER Any part of an 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. ara © 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 BCSl- B2 for recommendations on proper bracing of trusses. Refer to BCSI-61 for recom- mendations on proper hoisting of trusses. ® DANGER Do not walk on unbi trusses. ® DANGER Do not stand on Tru hangs until Structural Sheathin, applied to the Truss and overhi 5%stentas de Enttramama IPELIGRO! Cualquier pieza de un sistema de entramado de techo o el piso apunta/ado o forrado de forma inadecua- da que se utilice como punto de anc/aje para cualquier tipo de sistema de protec- ci6n personal para detenci6n de caidas es peligroso y aumentara e/ riesgo de lesiones personales de gravedad o la muerte. AAMVEATENCIA! Los entramados de techo y plso que no estan correctamente apuntalados seg0n BCSI o forrados no pueden resistir cargas de impacto lateral asociadas con caidas. U.7 trabajador que sufra una calda y que est6 acoplado a un conjunto de entramados que no est6n apuntalados adecuadamente podria pro- vocar que Jos entramados fijados previa- mente.se colapsen con un efecto.domind. Cnn.QoItA A 1:.V_Pf* .snbra rernmPndacinna.s Para levantar correcto de los entramados. .i-PEUGRO! No camine sobre entramados no epuntalados. iPELMRO! No se pare en el brsguero voladizos flasta revestlmfento estructural se ha apllcado a la armadura y voladizos. B11 Fall 150722 8 DANGER Do not walk on trusses or gable end frames ly- iPELIGROI No Gamine sobre entramados ni estruc- ing flat, they do not have the structural strength to support turas de muro pinion dispuestos horizontalmente ya a worker safely while oriented. flat. que no poseen la resistencia estructural para poder soportar a un trabajador con seguridad con orientation horizontal. Fall protection and safety measures building specific. The appropriate fall must be determined through a site-sl assessment (JHA) conducted by a qi who -can design, install, ,and use fall,l and is authorized to correct any prob tended to assist in identifying risks ai hazardous way to install trusses for re jobsite and 3rotection method ecific job hazard alified person (1) rotection systems )ms. The JHA is in- J identify the least 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 a hazard A WARNING All fall protection solutio s come with their own inherent hazards during use. A @aUTPd)H Addressing fall protection hazards may be obvious, but other hazards must also be considered when choosing the appropriate site -specific fall protec- tion systems. This includes: 1. electrical hazards, including power lines; 2. projectile hazards while using pneumatic nail guns; 3. tripping hazards from cords and I and, 4. lower level hazards, such as wall fall protection systems do not prc materials; ;ing, which some against. Evaluacidn :de Peligiros de habajos La proteccidn contra caidas y las medidas de seguridad son especificas para cada sitio de trabajo o edificio. El metodo apropiado para la proteccion contra caidas de- bera determinarse siguiendo una evaluacidn de peligros en el trabajo (JHA) especificos, realizados por una per- sona que este calificada (1) que pueda disen"ar, instalar y utilizar sistemas de proteccidn para caidas, y que estd autorizada para corregir cualquier problema. La JHA tiene el propdsito de ayudar en la deteccidn de riesgos e identificar la forma menos peligrosa para instalar entra- mados para un trabajo en particular. Los peligros sobre de caidas identificados,en la JHA seran tratados con metodos convencionales cuando sea posible como, por ejemplo: rampas de, proteccidn, andamiaje, redes de seguridad, sistema de proteccion personal para detention de caidas o plataformas de agarre. Los empleados deberan considerar si es seguro disenar e. instalar una plataforma/sistema de trabajo seguro alrededor de un peligro. jADVERTENCIAI Todas las soluciones de proteccion contra caidas vienen con sus propios' peligros durante el use B1C�G�19 La solution de peligros para la proteccidn contra caidas puede ser obvia, pero deberdn consider - arse otros peligros al al elegir los sistemas de proteccion contra caldas apropiados para un sitio especffico. Esto incluye: 1. peligros de caracter electrico, Como lineas de conduc- cidn electrica; 2. peligros de objetos lanzados violentamente por el use de engrapadoras neumaticas tipo pistols; 3. peligros de tropiezos por cables y materiales de apunta lamiento; y, 4. peligros de niveles bajos, como un apuntalamiento de pared, contra to que no protegen los sistemas de proteccidn contra caldas. FALL PROTECT9019 0k TRUSSES Fall 'Protection Equipment _Installation 46 DANGER Individual trusses alone are NOT designed to SUPPORT fall protection equipment. 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 trusses. Q Refer to ANSI/ASSE Z359.2-2007, Minimum Require- ments for a -Comprehensive Managed Fall Protection Program, for guidance in meeting minimum fall protec- tion equipment installation and use requirements. This standard refers to equipment only, and -does not apply to the underlying structure to which the equipment is attached.(2) Q (PaWJ@H While the. equipment itself may resist the forces'generated by a falling worker, it is up to.a quali- fied, person to determine whether the building's strut- 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 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 BCSI-B1* and 13CSI- B2" or sheath trusses, before installing a roof anchor for use as personal fall restraint system. Installation and use must adhere to the Standard requirements in 29 CFR 1926.500. 0 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 adhere to the Stan- dard requirements in 29 CFR 1926.500. Instalacion de Equipa de Protection . Contra Caidas IPELIGRO! Los entramados individuales por s/ solos NO estan disenados para SOPORTAR equipo de protec- cion contra ca/das. El contratista sere responsable de los medlos de con- struccl6n, los inetodos, las tecnicas, las secuencias, los procedimientos, los programas y la seguridad en to que se refiere a recepci6n, almacenamiento, manejo, insta- lacion, restriccion y apuntalamiento de entramados Consulte ANSI/ASSE Z359.2-2007, Minimum Require- ments for a Comprehensive Managed Fall Protection Program (Requisitos minimos para un programa com- p/eto de protecci6n contra caidas) si desea informaci6n para el cumplimiento de los requisitos minimos para la instalaci6n- y use de 'equipo de proteccion contra caidas. Esta norma se refiere a equipo solamente, y no es apli- cable a la estructura subyacente a la que este acoplado el equipo.(2) BQW@H699Aunque el equipo porsi mismo puede resistir las fuerzas generadas por la caida de un tra- ' bajador, es responsabilidad de una persona calificada determinarsi-el sistema estructural del edificio al que se acopla el equipo de proteccion contra caidas cumple o supera esta regulaci6n tambien: Andamiaje Esta permitido e/ use de andamiaje interior o exterior como sistema para detenci6n de caidas, pero la insta- lacion y el use debera adher/rse a los requisitos regula- torios descritos en 29 CFR 1926.500. Rampas de Protection Se permite e/ use de rampas de proteccion a to largo del perimetro del area de trabajo como sistema para detencion de caidas, pero la instalaci6n y el use de- beran adherirse a los requisitos de la regulacion que se encuentran en 29'CFR 1926.500. Anclajes de Ibiado ;ADVERTENCIA! Apuntale completamente, segun SCSI-B1* y a'CSI-B2* o forre los entramados, antes de instalar un anc/aje de tejado para su,uso como sistema personal de restriccion de caidas. La instalacion y el use debera adherirse a los requisitos regulatorios que se indican en 29 CFR 1926.500. IADVERTENCIA! Siempre es mas seguro forrar una secci6n (por ejemplo, 3 o mas entra- mados) del sistema de tejado antes de instalar un anc/aje de tejado para use como sistema personal de restriction de caidas. La instalacion y el use debera adherirse a los requisitos regulatorios que se' indl- can en 29 CFR 1926.500. After conducting a JHA, if the qualified person is able to demon- strate that conventional fall protection measures are infeasible (3) or present'a greater hazard (4) to,'a particularlworker or the entire crew, -an employer may implement a.written•alternative fall protec- tion plan in compliance with residential construction fall.protection under 29 CFR 1926.501(b)(13). The,fall protection plan's alternative_ measures Iusi 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 of alternative measures shall be used in -conjunction with conventional• fall protection systems (6), and th6. use of,altemative 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 -BCS�1-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 s ction may, then be used :as an attachment point for personal fall rgstraint anchorage. Definitions _ (1) Under 29 CFR 1926:503(a)(2);'a qualified person is ohe who should have knowiedge,' and be able to provide training to o herS,. iri the following areas:."the nature.of fall hazards In the work area;.th correct procedures for erecting, maintaining, disassembling, and inspect ng 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 moni- 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 a6d`storage of,equipment and materials and the erection of overhead protection; and, the role of employees in fall, protection.pians." (2) Commentary E5.4.2.2 ofANSI/ASSE Z359.2-2007 states, "The impact of fall forces on beams, columns and their supports o her thpWainchorages are not.addressed by this. standard." (3) Under 29 CFR 1926.500(b), infeasible means "tha it is impossible to perform the construction work using a''conventional fe I protection system (i.e., guardrail system; safety riet system, or. personal all atrest system) or that it is technologically impossible to -use any one Qf these systems to provide fall protection." (4) 29 CFR 1926.501(b)(2)(i) 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 implementaa fall protection plan which compiles with 1926.502(k) fora particular iiorkplace 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 andl 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 a st system " s8ce"'OV,E� WOOD n1USS COUNCIL 6300 Enterprise Lane - Madison, W153719 608-2744849 - sbdndustrycom A/ternat lvos _de,:Protecd6n Contra C31das •° Despu6s de re.'alizar una;evaluacOn JHA, si la• persona cali- ficado es capaz de demostrar que las medidas: convencionales de protecci6n contra caldas son irrealizab/es'O `6 presei►tan un mayor peligro (4) para, un trabajador en particular o /a cuaddila enters; un• empleador puede implementar un plan de protecci6n contra;caldas alternativo por escrito en cumplimiento con 29 CFR 1926.501(b)(13) para proteccl6n.contra caldas en construcci6n residenciaf. Las medidas a/temativas del plan de protec616n contra caldas debenin aplicarse a trabajadores suficientemente capacitados y experimentados 5), y el plan debera cumplir los requisitos de 29 CFR 1926.502(k) y see especificas para cads sitio. El:uso de medidas altemativas-se utilizarA,en conjunci6n.con sistemas de protecci6n.contra caldas (6), y el use de m6todos alte►nativos sera to mAs lithitado posible. ' Montaie en e1 terreno . Realice el montaje preyio de un sistema. de entramado•en el terreno. Restrinja-lateralmente por'comp/eto y apuntale diago- na/mente la cuerda inferior ylos pianos de la p►eza.de enrejado segrin BCSI-B1 * y BCSI-EIVApuntale comp/etamente, Began BCSI-B1 * y BCSI-B2,* o forre el plano•de /a cuerda superior, para conseguir la estabilidad adecuada. A/ce, y establezca en su lugar.•Esta seccion previar► 6nte montada puede utilizarse enton- ces Como un punto de acoplamiento para anclaje de restricci6n personal contra cafdas. Definitions; (1) Bald 29 CFR 1926.503(a)(2), una persona cal/ficada es aquella que debe tener conocimientos y apUtud para proporcionar capacitacOn a otros, en las Areas sigulentes: la naturaleza de los peligros de calda eh el Area de trabajo; los procedimientos correctos para levantar, mantener,- desmontar a inspeccionarlos sistemas de protecci6n contra caldas a utilizarse; el use y la operaddn de sistemas de rampas de protecci6n, sistemas personales para detenci6n de caidas; sistemas de redes de seguridad, sistemas de lineas de advertencias, sistemas de monitoreo de segundad, zonas•de acceso controlado y otra proteccidn autilizarse; - la funcibn de cads e►opleado en el sistema de monitoreo d® seguridad '• cuando se ufilice este sistema; las limitation@s sobre:el use de equipos mecAnicosdurante'la reallzaci6n de trabajo en tejados de baja pendi- ente; los procedimientos correatos Para el manejo y almacenamiento de . equipo y materiales, y la construction de, cart tectidnsupenor y la funci6n de los empleados en planes de` protecci6n contra ca/das". (2); Ei comentario E5:4.2.2.de ANSI/ASSE Z359.2-2007 establece; "El ►mpacto delas:fuerzas de caida sobre vigas; columns y sus soportes �j330 Sean andia es no Se tratan en esta norma".,: . gun 29.CFR 1926.500(b), inealizable significa--que es im'posible . u)eS7e evara cabo el trabajo de construcC16n usando un sistema conv6ncional,: de proteciOn-contra caldas (por ejemplo, sistemas de rampas de Prater- d6n, sistema de red de seguridad o sistema de protecci6n personal para detend6n de caldas), o que es tecnol6gicamente imposible usar cualqu/= era -de estos sistemas para proporclonar protecci6n contra cafdas (4) 29 CFR'926.501(b)(2)(i) establece que, hay una suposici6n de que es'realizable y que rro se cream un'pe"gro mayor al'lniplementar al menos lino de los sistemas de proteccidn: contra caidas findicados].:Poc consiguiente, el empleador tin' la responsabilidad de establecer que es scan , do implementar un plan de proteccidn contra caidas qque se adhiera a 1926.502(k) para una situation particular en el lugar de trabajo, en lugar de implementar cualqulera de esos sistemas". (5) 29 CFR 1926.503(a)(1) establece'que el programs del empleador, permitirA a cada einpleado poder reconocer los peligros de caidas y ca- pacitarA a cada empleado an los. procedimientos a seguir para minimizar estos peligros". (6) Seg6n 29 CFR 1926.500(b), los sistemas convencionales de'protec- c►6n contra caldas son: sistema de rampas de protecci6n, sistema de red de seguddad o sistema de protecci6n personal para detencOn de caldas". 'Contact the component manufacturer for more information or consult a Professional Engineer for. assistance. To view a nori-printing PDF of this document, visit sbcindustry.com/b11. This document' summarizes the information provided in Section B11 of the 2013 Edition of Building Component Safety Information BCSI -Guide to Good Practice for Handling,; Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004-2015 Structural Building Components Association and Truss Plate Institute. All Rights Resetved. 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. TRUSS PLATE INSTITUTE 218 North Lee Street, Ste. 312 Alexandria, VA22314 703-683-1010 - tpinst.org BCSI-137: 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. Strong backing is generally attached near the bottom of vertiml webs or scabs at specified intervals and locailuns Indica€ed un the Truss Design Drawing (TDD). ANSI/ Tf l 1 provides the following provisions for using strongbacking: Q The Building Designer specifies if strongbacking is re- quired, Q Use a minimum 2x6 (nominal) lumber oriented with the depth vertical. Q Attach the strongbacking to each truss with a minimum of three (3) 16d common nails (0.162x3.5"). Shim the joint between the strongback and truss to ensure a solid connection. 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 be maintained as specified by the Truss Designer. Q Spacing between strongbacking shall not exceed 10'. 21 When specified to control vibration in floor assemblies, locate the strongbacking as stipulated on the Truss De- sign Drawing unless otherwise specified by the Building Desioner. Q When specified to control deflection in floor assemblies, unless otherwise specified by the Truss Designer, install one strongback near the centerline of the truss clear span when the deflection due to live load exceeds 0.671, and install two strongbacks near the centerline of the clear span, or near the third points of the truss span, when the live load deflection exceeds 0.85". Q Floor trusses with ceilings attached that meet span/480 live load deflection criteria do not rewire strannharkinn_ unless required for a specific fire -rated assembly or spec- ified in the Construction Documents. FIGURE B7.12 61 FIGURE 137-14 Q Attach the ends of each row of strongbacks to a wall or an- other secure end restraint. Q A9any Truss Manufacturers will also include a supplemental tag, such as the one shown above, to further assist the erection/ Installation Contractor in correctly installing strongbacking. ..LATERAL RESTRAINT $ DIAGONAL BRACNG ARE VERY IMPORTANT! I& E1O NOT WALK ON UNBRACED TRUSSES FIGURE B7-13 Minimum 2x6 A I OFF - TRUSSES RID GE INS TALLA TION. 21-0111 2 K 10 1 10 x flelc lo ol 2-6311 1. SOLID 2X4 BLOCKING -6711 MR , -OSB SHEATHING 1 LAM-ANCO OFF RIDGE VENT FRAMING DETAIL I ORI L A r,'14A WT D.-*CCfl. T. 2M.7, - P FS October 25, 2012 STANDARD BOLT TO SCREW ST-4PLY SCREW TRUSS CONNECTION DETAIL MITek USA, Inc.'' Page 1 of �aa � 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: LISP WS6, MiTek 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 intended to 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. )REWS 24" 24" 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. HIP TRUSS BLOCKING REQUIREMENTS & ONE BACK OF HIP TROSS FLATTOP WORD NOTE --NO BLOCKING IS REQUIRED ON 4/12 AND BELOW PITCHED ROOFS ES liB I rmn-miro...F." 2:7.7 will TOE -NAILED 'CONNECTIONS AT BEARING LOCATIONS 90 DEGREE ANGL&SQUAR L CUT Comiecticu at A cunnoctioll at 0 slur: VIM- SIDEMAr (Y.4 1R.M L/3 I Od (0- 131 T) nails r1r'W FY%Y.-% A T --% -1 V1 X T 9• " w,% A 'i & YL r -,,% 45 DEGREE ANGLE SQUARE CUT Connecticni at B 10d (0-131" x 3") mils VALUP-6: GRAVITY (3)IOD 320 (3)16D 355 UPLIFT 385 462 bind loading: Basic, wind -,puW is 1601•fi-'HULT(l2,l.ASD). F,\psum category 13 Or C 0 oc� 1panccategory , y, h�gon, U 4.8 auf'top chord dead load. 4.2 p-if bottom chord doad [Md. 2,5- VXA height NRIVRS gable cod zone- Encw;W building (Goad. 1) VWR-10:171-07, ASCE 7-10 Duntion of load Li 1.60 L= NAIL IX-NUCH m : q: I Z. 3 I F1': HE TNI 31m OCTOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS ST-REPW AT ,AND DAMAGED OR MISSING CHORD SPLICE PLATES 00 �aa 0 00 0 00 a a MITek USA, Inc. MiTek USA, Inc. Page 1 of 1 TOTAL NUMBER O NAILS EACH SIDE OF BREAK * X INCHES MAXIMUM FORCE (Ibs) 15% LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 F2x6 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1 1320 1980 1 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 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. x 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 FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: -A L=(2)X+C BREAK • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY X" MIN MIN 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 SHOWN. 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. 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. THIS REPAR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. ti Job Truss Truss Type Qty Ply 1867 A Base 1867 H01 Hip 2. 1 - Jdb Reference (dptional) /..., maronaa homes, sanrora, micnael Nuoen I ' Run: 8.42 5 Aug 25 2020 Print 5.420 S Aug 25 2020 MiTek Industries, Inc. Man Nov 16 14:58:12 Page: 1 ID:7mVGWcUloc2UZOIE?DOSViylyrT-vbKAMLPfxMAM 12AgrVSopx3W?aouuSe5Ot4kdylayg -0-10-8 r 25-0-0 , 48-10-8 I l 8-1-3 l 15-6-1 1 23-0-0 1 l 32-5-6 I 39-10-13 l 48-0-0 1 l 8-1-3 7-5-6 7-5-6 71 �$ 7-5-6 7-5 6 '8-1-3 0-10-8 0-10-8 5x6 5x6 6 29 7 i _ 3x5 3x5 4.-' S28 308 4x6 4 �/ 5 / 4x6 ` 9 3x5 3x5 00 3 4 10 27 - 31 ST1.5x8 STP 1 1 ST1.5x8 STP -3-1f(c 1 2 1112 20 198 17 16 154 13 4x6 2x4 3x5 3x5 3x5 4x6 2x4 4x6 4x6 24-10-4 3x5 8 1-3 15-6-10 l- 23-1-12 l t 32-5-6 I 39-10-13 ( 48-0-0 l 8-1-3 7-5-6 7-7-2 1-8-8 7-7-2 -, 7-5-0 8-1-3 Scale=1:83.5 MUM vusnis ^ 11. tw.U-J-U,CUUCf, ta.U-o-U,r-uUG1 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 0.72 Vert(LL) 0.71 17-19 >810 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.71 17-19 >810 180 BCLL 0.0' Rep Stress Incr YES WB 0.88 Horz(CT) 0.22 11 n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MS Weight: 242 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.1 D 'Except' T3:2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins. BOT CHORD 2x4 SP No..1 D BOT CHORD Rigid ceiling directly applied or 3-7-13 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 5-17, 8-16 REACTIONS (lb/size) 2=1624/0-7-10, (min. 0-1-10), 11=1624/0-7-10, (min. 0-1-10) Max Horiz 2=244 (LC 12) I Max Uplift 2=-1151 (LC 8), 11=-1151 (LC 9) FORCES (lb) -Max. Comp./Max. Ten. -Ali forces 250 (ID) Qr less except when shown. TOP CHORD 2-27=4261/3242, 3-27= 3253 4226/, 3 4=3481/R777, 4-5=-3383/2795, 5-28=-2665/2226, 6-28=-2655/2246, 6-29=-2482/2222, 7-29=248212222, 7-30=2655/2264, 8-30=-2665/2244, 8-9=-3383/2759, 9-10=3481/2741, 10-31=-4226/3234,11-31=-4261/3223 BOT CHORD 2-20=-2979/4009, 19-20=-2979/4009, 18-19=-2380/3252, 17-18=2380/3252, 16-17=1665/2482, 15-16--2333/3252, 14-15=2333/3252, 13-14=2933/4009, 11-13=2933/4009 WEBS 3-20=0/314, 3-19=-8061711, 5-19=175/536, 5-17=-989/894, 6-17=-449/629, 7-16=449/629, 8-16=-989/894, , 8-14=-175/536, 10-14=-806/712, 10-13=0/314 NOTES . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph;lTCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-0-10-8 to 3-11-2, Interior (1) 3-11-2 to 23-0-0, Exter or(2E) 23-0-0 to 2570-0, Exterior(2R) 25-0-0 to 31-9-7, Interior (1) 31-9-7 to 48-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for embers 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 3x5 MT20 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 any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1151 lb uplift atjoint 2 and 115.1 lb uplift at joint 11. LOAD CASE(S) Standard r Job' Truss Truss Type Qty Ply 1867 A Base 11867 H02 Hip 2 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. Mon Nov 1614:58:13 Page: 1 ID:?mVGWcUloc2UZ01E?DOSVylyrT-vbKAW3LPfxMAM 12AgrVSopx?S?YNuwKe5Ot4kdylayg -0-10-8 I l -48-10 -8 7 4 l 14-32 I -0 3-B-144 48-20 48-0 I -2 7-" 0 8-4-0 0- 08 8-5x8 5x6 7 0-10 8 46 2x4 3x5 5x6 WB 3x5 3x8 5x6 WB 3x5 2x4 4x6 7-4-0 14-3-2 21-1-12 26-10-4 33-8-14 40-6-0 48-0-0 7�1-0 6-11-2 6-10-10 5 8-8 6-10-10 6-11-2 7 4-0 Scale=1:83.4 Plate Offsets (X, Y): [4:0-3-0,Edge], [6:0-5-4,0-2-8], [9:0-3-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.73 17-19 >794 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.89 17-19 >649 180 BCLL 0.0" Rep Stress Incr YES WB 1 0.76 Horz(CT) 0.24 11 n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MS Weight: 249lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NoA D WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-7-7 oc bracing. WEBS 1 Row at midpt 5-17, 6-16, 8-16 REACTIONS (lb/size) 2=1624/0-7-10, (min. 0-1-13), 11=1624/0-7-10, (min. 0-1-13) Max Horiz 2=-224 (LC 13) Max Uplift 2=-1174 (LC 8), 11=-1174 (LC 9) Max Grav 2=1806 (LC 2), 11 =1 803 (LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-4825/3401, 3-27=-4795/3410, 3-4= 4034/2979, 4-5=3994/2989, 5-6=3223/2502; 6-28=-3023/2417, 7-28=-3023/2417, 7-8=-3215/2476, 8-9=-3986/2918, 9-10=4026/2908, 10-29=-4787/3357, 11-29=-4817/3348 BOT CHORD 2-20=-3136/4553, 19-20=-3136/4553, 18-19=-2587/3789, 17-18=2587/3789, 17-30=1948/3030, 16-30=-1948/3030, 15-16=2478/3781, 14-15=2478/3781, 13-14=3049/4546, 11-13=3049/4546 WEBS 3-20=01286, 3-19=-818/663, 5-19=-134/519, 5-17=943/788, 6-17=-377/788, 7-16=382/775, 8-16=-943/791, 8-14=-134/519, 10-14=-818/664, 10-13=0/286 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=15ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-0-10-8 to 3-11-2, Interior (1) 3-11-2 to 21-0-0, Exterior(2E) 21-0-0 to 27-0-0, Exterior(2R) 27-0-0 to 33-8-14, Interior (1)33-8-14 to 48-10-8 zone; cantilever left and right exposed ; end vertical left and right expbsed;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 = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1174 lb uplift atjoint 2 and 1174 lb uplift atjoint 11. LOAD CASE(S) Standard Job Truss Truss' Type Qty Ply1,1867ABase 1867 H03 Hip I 2 1 Job Reference (optional) Maronda Homes, Sanford, Michael Nuben Run: 8.42 S Aug 25 2020 Print: 8.420 S Aug 25 2020 MTek Industries, Inc. Mon Nov 16 14:58:13 Page: 1 I D:7mVG WcUloc2UZ01 E7DOSViylyrT-vbKAW3LPfxMAM 12AgrVSopxOE7X_uxte50t4kdylayg .1 1 7-0-9 13-4-12 19-0-0 .24-0-0• 29-0-0 34-74 40-11-7 ` 48-0-0 48 t0 8 7-0-9 64-3 5-7-4 5-0 5-0-0 5 7-4 6-4-3 7-0-9 0-10-8 0-10-8 5x6 3x5 5x6 6 28 7 29 8 4f" 3 5 T3 3x5 5x6 WB 27 9 _305x6 WB 2x4 4 4 5 4 10 2x4 3 11 Co 26 _ 31 ST1.5x8 STP 1 ST1.5x8 STP 3-1$ 1 2 _ 1 _1213 19 I 18 17 32 i6 15 14 4x6 3x5 5x6 WB 3x8 3x8 5x6 WB 3x5 4x6 I 9-1-5 t 19-1-12 l 28-10-4 I 36 10-11 _ I_ _ _ _ 4.8-_0-0 1 9-15 10-0-7 9-8-8• 10-0-7 9-1.5 Scale=1:83.3 Plate Offsets (X, Y): [4:0-3-0,Edge], [10:0-3-0,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 . 0.93 Vert(LL) 0.76 16-17 >762 .240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Nert(CT) -1.09 16-17 >527 , 180 BCLL 0.0' Rep Stress Incr YES WB . 0.66. Horz(CT) 0.23 12 n/a n/a BCDL 10.'0 Code FRC20 0/TP12014 Matrix -MS Weight: 242 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP NoA D BOT CHORD Rigid ceiling directly applied or 2-2-0, oc bracing, Except: WEBS 2x4 SP No.2 4-5-0 oc bracing: 16-17. OTHERS 2x4 SP No.2 REACTIONS (lb/size) 2=1624/0-7-10, (min. 0-1-13), 12=1624/0 -10, (min. 0-1-13) Max Horiz 2=203 (LC 12) Max Uplift 2=-1194 (LC 8), 12=-1194 (LC 9) Max Grav 2=1812 (LC 2), 12=1812 (LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-26=-4812/3458, 3-26=-4782/3467, 3-4=4630/`3293, 4-27=-4588/3294, 5-27=4560/3302, 5-6=-3496/2639, 6-28=-3301/2577, 7-28=3301/2577, 7-29=-3301/2577, 8-29=-3301/2577, 8-9=-3496/2639, 9-30=4560/3302, 10-30=4588/3294,10-11=4630/3293,11-31=-4782/3467,12-31=-4812/3458 BOT CHORD 2-19=-3195/4546, 18-19=-2690/3833, 17-18=-2690/3833, 17-32=2238/3378, 32-33=-2238/3378, 16-33=-2238/3378, 15-16=2677/3833, 14-15=2677/3833, .12-14=3182/4546 . WEBS 3-19=328/483, 5-19=-348/760, 5-17=703/752, 6-17=512/915, 7-17=314/365, 7-16=314/365, 8-16=-512/915, 9-16=-703f752, 9-14=-349f760, 11-14=328/483I NOTES 1) Unbalanced roof live loads have been considered for this desig . . 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph� TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat II; Exp C; Enclosed;,MWFRS (envelope) exterior zone and C-C Exterior(2E)-0-10-8 to 3-11-2, Interior (1) 3-11-2 to-19-0.0, Exte pr(2R) 19-0-0 to 25-9-7, Interior (1) 25-9-7-to 29-0-0, Extehor(2R) 29-0-0 to 35-9-7, Interior (1) 35-9-7 to 48-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 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 = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1194 lb uplift atjoint 2 and 1194 lb uplift at joint 12. LOAD CASE($) Standard Job' Truss -Truss Type City Ply 1867A Base 1867 H04 Hip 2 I 1 I Job Reference (optional) Maronda Homes, Sanford, Michael Nuben Run: 8.42 S Aug 25 2020 Print: 8.420 5 Aug 25 2n2o MneK mausrnes, mc. noon Nov is 14:58A a reye: i ID:?mVGWcUloc2UZ01E?DOSViylyrT-vbKAW3LPFxMAM12AgrVSopx?I?XcuyMe5Ot4kdylayg -0-10-8 48-10-8 6-1-3 1 11-6-10 17-0-0 24-0-0 31-0-0 36-5-6 41-10-13 • 48-0-0 6-1-3 5-5 6 5-5-6 7 0-0 7-0 0' 5-5 6 5 5-6 6-1-3 0-10-8 0-10-8 5x8 2x4 5x8 Ln Co L6 -3-tr 48 3x5 MT20HS 5x10 3x8 3x5 3x5 4x8 3x5 MT20HS 5x10 8-9-14 17-1-12 - 24-0-0 30 10 4 39-2-2 48-0-0 8-9-14 8-3-14 6-10-4 6-10_4 8-3-14 8-9-14 Scale = 1:83.2 Plate Offsets (X, Y): [4:0-3-0,Edge], [6:0-5-4,0-2-8], [8:0-5-4,0-2-8], [10:0-3-0,Edge] Loading (psf) Spacing ' 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.82 17-18 >702 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC` 0.90 Vert(CT) -0.96 17-18 >599 180 MT20HS 187/143 BCLL 0.0' Rep Stress Incr YES WB 0.63 Horz(CT) 0.24 12 n/a . n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MS Weight: 241 lb FT = 20% I I, LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 3-7-10 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=1624/0-7-10, (min. 0-1-13), 12=1624/0-7-10, (min. 0-1-13) Max Horiz 2=183 (LC 12) Max Uplift 2=-1213 (LC 8), 12=1213 (LC 9) Max Grav 2=1819 (LC 2). 12=1819 (LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-27=4871/3503, 3-27=-4840/3510, 34=4654/3276, 4-5=4593/3284, 5-6=3724/2763, 6-7=3843/2952, 7-8=-3843/2952, 8-9=3724/2763, 9-10=-4593/3284, 10-11=4654/3276,'11-28=-4840/3510, 12-28=-4871/3503 BOT CHORD 2-20=-3243/4606, 19-20=-2822/4059, 18-19=-2822/4059, 18-29=2270/3517, 17-29=2270/3517, 17-30=2258/3517, 16-30=2258/3517, 15-16=2811/4059; 14-15=-2811/4059, 12-14=3232/4606 WEBS 3-20=-313/452, 5-20=-197/567, 5-18=682/681, 6-18=302/690, 6-17=-463/544, 7-17=-368/531, 8-17=463/544, 8-16=-302/690, 9-16=682/682, 9-14=197/567, 11-14=-313/452 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=15ft; Cat II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-0-10-8 to 3-11-2, Interior (1) 3-11-2 to 17-0-0, Exterior(2R) 17-0-0 to 24-0-0, Interior (1) 24-D-0 to 31-0-0, Extedor(2R) 31-0-0 to 37-9-7, Interior (1) 37-9-7 to 48-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1213 lb uplift atjoint 2 and 1213 Ib uplift at joint 12. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1867 A Base . 1867 H05 Hip 2 1 1"Job'Reie rence (optional) Maronda Homes, Sanford, Michael Nuben 0-110-8 8-4-1 co ST1.5x8 STP -3-i5z- 1 4x6 I Scale=1:83.2 KUn: UAZ 5 AUg Zb ZUZU Frmt: 5.42U J AUg Zb ZUZU MI IeK Inausmes, Inc. Mon NOV lb 14=:lJ wage: I I D:7mVGWcUIoc2UZ01E7DOS V ylyrT-NnuYkPM1 QFU1_BcMOYOhL1TCnOvtdNioK2deG3ylayf I 15-0-0 1 l 20-5-4 1 27=6-12 1 33-0-0 I_ 39-7-15 l 6 7-15 5-5-5 7-1-7 5-5 5 6-7-15 6.6 3.5 5.6 WB 3x5 5.6 5- 6 28 7 29 8 9 4P 4.6 4x6 1.5 �4 _ 10 3x5 20 2x4 8-4-1 1 8-41 1918 17 1615 14 3x8 3x5' 5x6 WB 2x4 5x6 WB 3x8 15-1-12 I 24-0-0 321t0' 39-7-15 6-9-11 8-10-448-10-46-9-11 1l Plate Offsets (X, Y): [4:0-3-0,Edge], [7:0-3-0,Edge], [10:0-3-0,Edga]i 8-4-1 8-4-1 48-10-8 0-10-8 .5x8 STP r_y1`13 4x6 Loading (psf) Spacing 2-0 0 CS' DEFL • in (loc) 11defl -L/d PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 l C 0.88 • Vert(LL) 0.85 17 >681 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77- Vert(CT) -0.89 17-19 >644 180 BCLL 0.0Rep Stress Incr YES, WB 0.75 Horz(CT) 0.23 12 n/a n/a BCDL 10.0 Code FRC2020ITP12014 Matrix -MS Weight -233lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* T1:2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 3-6-16 oc bracing. WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (lb/size) 2=1624/0-7-10, (min. 0-1-10), 12=1624/0-7.10, (min. 0-1-10) Max Horiz 2=162 (LC 12) Max Uplift 2=-1230 (LC 8), 12=1230 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) r less except when shown. TOP CHORD 2-27=-4246/3406, 3-27=-4211/3418, 3-4=3494/2847, 4-5=-3438/2863, 5-6=3285/2804, 6-28=3771/3136, 7-28=3771/3136, 7-29=3771/3136, 8-29=-377113136, 8-9=-3285/2804; 9-10=3438/2863; 10-11=73494/2847, 11-30=4211/3418,12-30=-4246/3406 BOT CHORD 2-20=-3136/3995, 19-20=-3136/3995, 18-19=2799/3705, 17-18=-2799/3705, 16-17=2811/3705, 15-16=2811/3705, . 14-15=3124/3995, 12-14=3124/3995 WEBS 3-20=0/299, 3-19=7997785, 5-19=-560/857, 6-19I 698/615, 6-17=-145/327, 8-17=145/327, 8-15==698/615, 9-15=-560/857, 11-15=-799/785, 11-14=0/299 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=15ft; Cat: 11; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-0-10-8 to 3-11-2, Interior (1) 3-11-2 to 15-0-0, Exterior(2R) 15-0-0 to 21-9-7, Interior (1) 21-9-7 to 33-0-0, Exterior(2R) 33-0-0 to 39-7-15, Interior (1) 39-7-15 to 48-10-8 zone; cantilever left and right exposed ; end vertical left a d right exposed;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 loa nonconcurrent with any other live loads. , 5) ` This truss has been designed for a live load of 20.Opsf on the bo om 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 plat i capable of withstanding 1230 lb uplift atjoint 2 and 1230 lb uplift at joint 12. LOAD CASE(S) Standard Jobl Truss Truss Type Qty Ply 1867 A Base '1867 H06 Hip 2 1 Job Reference (optional) Maronda Homes, Sanford, Michael Nuben Run: 8.42 S Aug 25 2020 Print: 8.420 S Aug 25 2020 Mi rek Industries, Inc. Mon Nov 1614:58:13 Page: 1 ID:1mVGWcUloc2UZOIE?DOSViylyrT-NnuYkPM1 QFU1_BcMOYOhL1TBrOwKdMmoK2deG3ylayf -0-10-8 48-10-8 1 1 7-3-5 1 13-0-0 l 18 6-14 I 24-0-0 I 29-5 2 1 35-0-0 _1 40-8-11 l 48-0-0 1 1 0-1 10n 8 7-3-5 5-8-11 5 6-14 5-5 2 5-5-2 5 6 14 5-8-11 7-3-5 0-10-8 5x6 3x5 5x6 3x5 5x6 4x6 2x4 3x8 MIT20HS 5x10 3x5 3x5 MT20HS 5x10 3x8 2x4 4x6 I 7-3 5 l 13-1-12 1 20-4-9 1 27-7-7 I 34 10.4 I 40-8-11 1 48-0-0 1 7-3-5 5-10-7 7-2-13 7-2-13 7-2-13 5-10-7 7-3-5 Scale=1:83.2 Plate Offsets (X, Y): (6:0-3-0,0-3-0] Loading (psf) ' Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 1.04 15-16 >552 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CI) -1.05 15-16 >550 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.24 10 n/a n/a i BCDL 10.0 Code FRC2020/TP12014 Matrix -MS Weight: 234 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP NoA D BOT CHORD Rigid ceiling directly applied or 3-7-6 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=1624/0-7-10, (min. 0-1-10), 10=1624/0-7-10, (min. 0-1-10) Max Horiz 2=142 (LC 12) Max Uplift 2=-1244 (LC 8). 10=1244 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-26=-4316/3447, 26-27=-4271/3447, 3-27=4231/3456, 3-4=-3685/2984, 4-5=-3481/2915, 5-28=4253/3489, 6-28=4253/3489, 6-29=4253/3489, 7-29=-4253/3489, 7-8=-3481/2915, 8-9=3685/2984, 9-30= 4231/3456, 30-31=-4271/3447, 10-31=4316/3447 BOT CHORD 2-19=3182/4055, 18-19=3182/4055, 17-18=-3125/4143, 16-17=3125/4143, 15-16=3267/4353, 14-15=3138/4143, 13-14=3138/4143, 12-13=3169/4055, 10-12=-3169/4055 WEBS 3-19=0/256, 3-18=-658/672, 4-18=-601/919, 8-13=601/919, 9-13=-658/672, 9-12=0/256, 5-18=946/773, 7-13=-946/773, 5-16=-208/358, 6-16=228/365, 6-15=228/365, 7-15=-208/358 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=15ft; Cat II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-0-10-8 to 3-11-2, Interior (1) 3-11-2 to 13-0-0, Extedor(2R) 13-0-0 to 19-9-7, Interior (1) 19-9-7 to 35-0-0, Extedor(2R) 35-0-0 to 41-9-7, Interior (1) 41-9-7 to 48-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1244 lb uplift atjoint 2 and 1244 lb uplift atjoint 10. LOAD CASE(S) Standard Job Truss Truss, Type City Ply 1867 A Base 1867 HGR07A I Hip Girder I 2 [Job'Reference 3 (optional) Maronda Homes, Sanford, Michael Nuben Run: 8.42 S Aug 25 2020 Print: 8.420 S Aug 25 2020 MiTek Industries, Inc. Mon Nov 1614:58:13 Page: 1 ID:7mVGWcUloc2UZ01E?DOSVrylyrT-NnuYkPM 1 QFU1_BcMOYOhL1 TDOOxldUaoK2deG3ylayf -0-10-8 48-104 6A-8 I . 11-0-0 117-5-2 24-0-0 30-6-14 37-0-0 41-7-8 48-6-0 6-4-8 4-7 8 6-0-2 6 6-14 6 6-14 6 5-2 4-7-8 6-4-8 0-10-8 0-10-8 MT20HS 6x10 4x6 8x10 4x6 MT20HS 6x10 4 2 26 2Z 28 29 6 30 31 32 733 34 35 8 22 47 3x5 r-L I T2 3x5 9 5 rz v ST15x8 5TP 1 1 ST1._ 2 10 11 20 19 36I 3718 3117 39 40 41 16 42 43 44 165 14 46' 47 13 12 4x8 2x4 10x10 MT20HS 5x10 4x8 46 10x10 2x4 48 4x6 MT20HS 5x10 1 6 4 8 1 10-10 4 1 17-5-2 1 24-0-0 l 30-0-14 I 37-1-12 1 41 111 1 48-0-0_ _ l 6 4 8 4-5-12 616-14 6-6-14 6-6-14 6-6-14 4 5-12 6-4-8 Scale=1:83.2 Plate Offsets (X, Y): [2:0-4-0,0-1-10], 14:0-5-0,0-2-0], [6:0-5-0,0-4-8], [8:0-5-0,0-2-0], [10:0-4-0,0-1-10], [13:0-3-8,0-5-0], [19:0-3-8,0-5-0] Loading (psf) Spacing 2-D-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 1.12 16-17 >514 240 MT20HS 1871143 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.98 16-17 >588 180 MT20 244/190 BCLL 0.0. Rep Stress Incr NO) WB 0.31 Horz(CT) -0.21 10 n/a n/a BCDL 10.0. Code FRC2024/TP12014 Matrix -MS Weight: 882 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* T2:2x6 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins. BOT CHORD 2x6 SP No.1 D BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. WEBS 2x4 SP No.2 REACTIONS (Ib/size) 2=4482/0-7-10, (min. 0-1-8), 10=4459/0-7- 0, (min. 0-1-8) Max Horiz 2=119 (LC 25) Max Uplift 2=-3783 (LC 4), 10=3765 (LC 5) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less exceptwhen shown. TOP CHORD 2-3=-13468/11286, 34=-13214/11153, 4-25=-15916/13482, 25-26=15917/13483, 26-27=-15918/13483, 5-27=15919/13484, 5-28=16623/13986. 28-29 16623/13986, 6-29=16623/13986, 6-30=16623/13986, 30-31=16623/13986, 31-32=45623/13986, 7-k 16623/13986, 7-33=-15780/13372, 33-34=-15779/13372, 34-35=16778/13371, 8-35=-15776/13371, 8-9=)3154/11106, 9-10=-13394/11224 BOTCHORD 2-20=10685/12753, 19-20=-10685/12753, 19-361-10380/12433, 36-37=10380/12433, 18-37=-10380/12433, 18-38=-10380/12433,17-38=-10380/12433,17-39=13296/15916,39-40=-13296/15916,40-41=13296/15916, 16-41=13296/15916, 16-42=-13085/15776, 42-43=13085/15776, 43-44=-13085/15776, 15-44=13085/15776, 15-45=10234/12374, 14-45=-10234/12374, 14-46=10234/12374, 46-47=.10234/12374, 13-47=10234/12374, 12-13=-10527/12682.10-12=-10527/12682 WEBS 3-19=264/623, 4-19=1575/2052, 4-17=-3465/4071, 8-15=3390/3978, 8-13=-1606/2084, 9-13=-249/629, 5-17=974/1081, 5-16=-752/877, 6-16=-444/625, 7-16=-902/1036, 7-15=1083/1190 NOTES 1) 3-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 4-19 2x4 - 2 rows staggered at 0-9-0 oc, Except member 8-13 2x4 - 2 rows staggered at 0-9-0 oc. 2) AM loads are considered equally applied tool plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; CDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load ponconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing platelcapable of withstanding 3783 lb uplift atjoint 2 and 3765 lb uplift at joint 10. Conllnu on pago2 Job' Truss Truss Type Qty Ply 1867 A Base 1867 HGR07A Hip Girder 2 3 Job Reference (optional) Maronda Homes, Sanford, Michael Nuben KUn: UA2 S AUg 20 YULU NMI: dAZU O AUg ZO ZUZU mI IeK Inousmes, mo. Mon rvov lo-14:Oo: W Peytl: t ID:?mVGWcUloc2UZOIE?DOSVtylyrT-NnUYkPM1QFU1 BcMOY0hL1TDOOxldUaoK2deG3ylayf 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 47 lb down and 100 lb up at 11-0-0, 44 lb down and 100 lb up at 13-0-12, 44 Ib down and 100 Ib up at 15-0-12, 44 Ib down and 100 Ib up at 17-0-12, 44 Ib down and 100 Ib up at 19-0-12, 43 Ib down and 99 Ib up at 21-0-12, 64 Ib down and 142 Ib up at 24-11-4, 64 lb down and 142 lb up at 26-11-4, 43 lb down and 99 lb up at 28-11-4. 44 lb down and 100 lb up at 30-11-4, 44 lb down and 100 lb up at 32-11-4, and 44 lb down and 100 lb up at 34-11-4, and 47 lb down and 100 lb up at 37-0-0 on top chord, and 1393 lb down and 1178 lb up at 11-0-0, 261 lb down and 206 Ito up at 13-0-12, 261 lb down and 206 lb up at 15-0-12, 261 lb down and 206 lb up at 17-0-12, 261 lb down and 206 lb up at 19-0-12, 263 lb down and 209 lb up at 21-0-12, 54 lb down at 23-0-12, 54 lb down at 24-11-4, 54 lb down at 26-11-4, 263 lb down and 209 lb up at 28-11-4, 261 lb down and 206 lb up at 30-11-4, 261 lb down and 206 lb up at 32-11-4, and 261 lb down and 206 lb up at 34-11-4, and 1393 lb down and 1178 lb up at 36-11-4 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 (Ib/ft) Vert 1-4=-46, 4-8=-46, 8-11=-46, 2-10=20 Concentrated Loads (Ib) Vert: 4=32, 8=-32, 19=1393, 13=1393, 25=32, 26=32, 27=-32, 28=-32, 29=-31, 30=62, 31=62, 32=-31, 33=-32, 34=-32, 35=-32, 36=-261, 37=-261, 38=-261, 39=261, 40=263, 41=26, 42=-26, 43=26, 44=-263, 45=-261, 46=261, 47=-261 Job Truss Truss Type Qty Ply 1867 A Base 1867 J14 Jackl,Open 8 1 Job Reference (optional) maronaa homes, sanrora, micnae Nuoen rcmr. G. c o nuy co <v<u n u ¢. o. nuy w 1 nn wn a o...o,n ," ,.... .. - ID:CUpNtsKCbEiOBkJ1r40vaXypywH-NnuYkPM1QFU1 BcMOY0hL1TO605ldYQoK2deG3ylayf -0-10-8 1-0-0 0-10-8 1-0-0 12 4r ST1.5x8 STP 3 2 1 6 4 2x4 I 1-0-0 Scale=1:18.1 Plate Offsets (X, Y): [2:0-2-14.0-0-10] 0- 15 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 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0' Rep Stress Incr NO WB 0.00 Horz(CT) n/a - n/a n/a BCDL 10.0 Code FRC2020RPI2014 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 pudins, BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=91/0-7-10, (min. 0-1-8), 3=10/ Mechanica , (min. 0-1-8), 4=4/ Mechanical, (min. 0-1-8) Max Horiz 2=51 (LC 6) Max Uplift 2=-132 (LC 6), 3=8 (LC 10) Max Grav 2=91 (LC 1). 3=11 (LC 3). 4=11 (LC 6) 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=15ft; 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 bo lom 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 plat capable of withstanding 8 lb uplift at joint 3 and 132 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1867 A Base 11867 J34 Jack -Open 8 1 Job Reference (optional) maronoa Homes, 5amorc, mirnael NUoen 0-3-15 rtwi. o.•�<o nuyw.. <v� V<.. ... __. ID:CUpNtsKCbEiOBkJ1 r40vaXypywH-NnuYkPM1 QFU1_BCMOYOhL1 TOfO41dYQoK2deG3ylayf 0-10-8 3-0-0 0-10 8 3-0-0 12 4 r ST1.5x8 STP 1- 15 2 131 6 4 2x4 3-0-0 Scale = 1:18.5 Plate Offsets (X, Y): [2:0-2-14,0-0-10] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 1 0.00 Horz(CT) n/a - n/a n/a BCDL 10.0 Code FRC2020ITP12014 Matrix -MP Weight: 11 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=143/0-7-10, (min. 0-1-8), 3=56/ Mechanical, (min. 0-1-8), 4=35/ Mechanical, (min. 0-1-8) Max Horiz 2=97 (LC 6) Max Uplift 2=-150 (LC 6), 3=73 (LC 10), 4=6 (LC 10) Max Grav 2=143 (LC 1). 3=56 (LC 1), 4=50 (LC 3) FORCES (Ib) - 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; 11=151t; Cat. II; ExpC; 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 20.0psf 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 73 lb uplift at joint 3, 150 lb, uplift atjoint 2 and 6 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1867 A Base 1867 J54 Jackl�Open 8 1 Joti Reference (optional) Maronda Homes, Sanford, Michael Nuben cn r) N Scale=1:20.5 0-0-15 Run: 8.42 S Aug 25 2020 Print 8.420 S Aug 25 2020 MiTek Industries, Inc. Mon Nov 1614:58:13 Page: 1 ID:CUpNtsKCbEiOSkJ1r40vaXypywH-NnuYkPM1QFU1_SCMOYOhL1TIKO?LdYQoK2deG3ylayr -0-10-8 5-0-0 0-10-8 5-0-0 12 4 rr 2 � 6• 2x4 B1 q 4 5-0-0 'f 1 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.06 4-7 >971 180 BCLL 0.1 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FRC20201 P12014 Matrix -MP Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS (lb/size) 2=207/0-7-10, (min. 0-1-8), 3=99/ Mechanic 4=60/ Mechanical, (min. 0-1-8) Max Horiz 2=144 (LC 6) Max Uplift 2=-187 (LC 6), 3=134 (LC 10), 4=-6 (LC 1 C Max Grav 2=207 (LC 1), 3=99 (LC 1), 4=87 (LC 3) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) o NOTES 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; Exterior(2E) zone;C-C for members and forces & MWFRS for rel 2) This truss has been designed for a 10.0 psf bottom chord live IoE 3) ' This truss has been designed for a live load of 20.Opsf on the b any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing ph LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (min. 0-1-8), except when shown. .. ;DL=4.2psf; BCDL=6.Opsf; h=15ft; Cat II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C ions shown; Lumber DOL=1.60 plate grip DOL=1.60 nonconcurrent with any other. live loads. om chord in all areas where a rectangle 3-06-00 tall by 2-00700 wide will fit between the bottom chord and capable of withstanding 134 lb uplift at joint 3, 187 lb uplift at joint 2 and 6 lb uplift at joint 4. Job' Truss Truss Type Qty Ply 1867 A Base 1867 J74 Jack -Open 8 1 Job Reference (optional) Maronaa Homes, Santora, mlcnael NUDen Scale=1:25.4 Plate Offsets (X, Y): [2:0-1-6,Edge] Kun: 0.4L o AU9 LV LULU t-1II IL 0.MLV .7AUy LV LVLV IVII Iwm Illuu—I... Ii IU. iviVli ,vlvv — -- i.+ I .'.. ID:CUpNtsKCbEiOBkJ1r4OvaXypywH-NnuYkPM1QFU1 BcMOYOhLiTIKO tdXZoK2deG3ylayf -0-10-8 4-0-1 7-0-0 0-10-8 4-5-1 2-6-15 3x4 3x4 7-0-0 6-9-15 6-9-15 0-2-1 Loading (psf) Spacing 2-0-0. CS' DEFL in (loc) I/deti Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.07 5-8 >.999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.14 5-8 >609 180 BCLL 0.0' Rep Stress Incr NO WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FRC202orrP12014 Matrix -MP Weight: 27lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=273/0-7-10, (min. 0-1-8), 4=30/ Mechanical, (min. 0-1-8), 5=196/ Mechanical, (min. 0-1-8) Max Horiz 2=192 (LC 6) Max Uplift 2=-229 (LC 6), 4=70 (LC 6), 5=126 (LC 6) Max Grav 2=273 (LC 1), 4=30 (LC 1), 5=198 (LC 3) Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or7-6-14 oc bracing. FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-297/396, 9-10=293/397, 3-10=-290/402 BOT CHORD 2-5=-579/363 WEBS 3-5=-409/652 NOTES 1) Wind: ASCE 7-16; Vult=160mph (3-second'gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; Cat II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-0-16-8 to 2-1-8, Interior (1) 2-1-8 to 2-8-5, Exterior(2R) 2-8-5 to 6-11-4 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 capable of withstanding 70 lb uplift at joint 4, 229 lb uplift atjoint 2 and 126 lb uplift at joint 5. LOAD CASE(S) Standard Job Truss TrussType Qty Ply 1867 A Base 1867 J94 JacklIiOpen 8 1 Job Reference (optional) Maronda HomeS, Sanford, Michael Nuben 0-10-8 1 1 r; m ST1.5x1STP 0-3-1 1 /II e � R 3x6 Run: 8.42 S Aug 25 2020 Print: 8.420 S Aug 25 2020 MTek Industries, Inc. Mon Nov ,1614:58:14 Page: 1 ID:4NSzD4RmltwwxEbz5KRzc8rhFKX-NnuYkPM1QFU1_BcMOY0hL1TFuOwedW4oK2deG3ylayf 4 1 3-6-2 4 4_ r 1.5x4 3 10 in 9 W1 B1 • `1AI 8-9-14 8-9-14 5 3x4 Scale=1:27.2 I 0-2-2 Plate Offsets (X, Y): [2:0-0-10,Edge] Loading (psf) Spacing 2-0-0. CSI DEFL in (loc) Udefl 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. 0.15 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FRC2020/FP12014 Matrix -MS Weight: 35Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-•12 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=339/0-7-10, (min. 0-1-8), 4=43/ Mechanical, (min. 0-1-8), „ 5=249/ Mechanical, (min. 0-1-8) Max Horiz 2=239 (LC 8) Max Uplift 2=-270 (LC 8), 4=95 (LC 8), 5=163 (LC 12) Max Grav 2=339 (LC 1), 4=43 (LC 1), 5=251 (LC 3) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown... TOP CHORD 2-9=385/538, 9-10=372/540, 3-10=358/547 BOT CHORD 2-5=768/450 WEBS 3-5=-500/853 I NOTES 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TGDL=4:2psf; BCDL=6.Opsf; h=15ft; Cat II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-0-10-8 to 3-11-2, Interior (1) 3-11-2 to 8-11-4 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 Onconcurrent 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 95 lb uplift at joint 4, 270 lb uplift at joint 2 and 163 lb uplift at joint 5. LOAD CASE(S) Standard i Job' Truss Truss Type Qty, Ply 1867 A Base i 867 J114 Jack -Open 23 1 Job Reference (optional) Maronda Homes, Sanford, Michael Nuben 0 Scale = 1:29.8 3x4 Kun: 5.42 5 Aug Za ZUZU rnm: UAZU b Aug Za ZUZU Nn I eKinausuies, inc. mon rvov -io Iq:oo: iw rdum i ID:4NSzD4RmlhvwxEbz5KRzc8zhFKX-NnuYkPM1QFU1_BcMOYOhL1THd000dTzoK2deG3ylayf 6-2-8 6-2-8 6-2-8 6-2-8 4-9-8 4 1.5x4 3x4 4-7-2 11 Plate Offsets (X, Y): [2:0-2-14,0-0-2] 1 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft _ L/d PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.09 6-9 >999 240 MT244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.08 6-9 >999 180 BCLL 0.0• Rep Stress Incr YES WB 0.35 Hdrz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix -MS Weight:451b FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=404/0-7-10, (min. 0-1-8), 4=78/ Mechanical, (min. 0-1-8), 5=281/ Mechanical, (min. 0-1-8) Max Horiz 2=286 (LC 8) Max Uplift 2=-312 (LC 8), 4=122 (LC 8), 5=193 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-625/586, 3-10=-587/594 BOT CHORD 2-6=-850/653, 5-6=-850/653 WEBS 3-5=-713/928, 3-6=0/257 NOTES 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. Il; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E)-0-10-8 to 3-11-2, Interior (1) 3-11-2 to 10-11-4 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 capable of withstanding 122 lb uplift atjoint 4, 312 lb uplift'at joint 2 and 193 lb uplift atjoint 5. LOAD CASE(S) Standard Job Truss Truss Type City Ply 1867 A Base 1867 J114N Jac k-IOben 3 1 Job Reference (optional) maronaa Flomes, Santora, Mlcnael Nuoen 4-11-13 u� ST1.5x8 ST 1 Run: 6.42 S Aug 25 2020 Print: 8.420 S Aug 25 2020 MiTek Industries, Inc. Mon Nov 1614:58:14 Page: 1 ID:?mVGWcUloc2UZ01E?DOSViylyrT-NnuYkPM1QFU1 BCMOYOhL1TFb0 tdWEoK2deG3ylayf 11-0-0 6-0-3 4F 1.5x4 9 10 3 J 11 1a -,1 4 5 3x4 1.5x4 ST1.5x8 STP 4-13 4-8-0 11-0-0 4-8-0 6-0-3 Scale =1:35 y Plate Offsets (X, Y): [1:0-2-14,0-0-2] Loading (psf) Spacing 2-0-0 CSI •DEFL in (loc) I/deft , L/d PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25. TC 0.70 Vert(LL) 0.09 5-8 >636 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) 0.09 5-8 >665 180 BCLL 0.0 • Rep Stress Incr YES WB 0.14 . Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MS Weight 36 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS All bearings 0-7-10. except 3= Mechanical, 4= Mechanical (lb) - Max Horiz 1=259 (LC 8) Max Uplift All uplift 100 (Ib) or less atjoint(s) 1 except 3=-165 (LC 8), 5=-506 (LC 8) Max Grav All reactions 250 (lb) or less at joint(s) 1, , 4 except 5=464 (LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib or less except when shown. TOP CHORD 1-9=368/144, 2-9=-358/125 BOT CHORD 1-11=-262/58 WEBS 2-5=-349l790 NOTES 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp.C; Enclosed; MWFRS (envelope) exterior zone and C-C Extedor(2E) 0-0-0 to 4-11-13; Interior (1) 4-11-13 to 10-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch, left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.601plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live [pad nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on thebottomchord 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 100 lb uplift at joint(s) 1 except at --lb) 3=165, 5=505. LOAD CASE(S) Standard Job- Truss Truss Type Qty Ply 1867 A Base 1867 J114S Jack -Open 2 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. Mon Nov 1614:58:14 Page: 1 IDI:b8ly_g9ixgpJ5L5z8eCrSszhEMv-NnuYkPM 1 Q IFU1_BcMOYOhL1 THd07pdT6oK2deG3ylayf 6-2-8 L 11-0-0 I 6-2-8 4-9-8 N ST 1 1.5x4 3x4 3x4 11-0-0 6-2-8 10-9-10 6-2-8 4-7-2 Scale =1:33 0.2-6 Plate Offsets (X, Y): [1:0-2-14,0-0-2] u� A 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 0.57 Vert(LL) 0.09 5-8 >999 , 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.09 5-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB . 0.34 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix -MS Weight: 44 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. POT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-1 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 1=363/0-7-10, (min. 0-1-8), 3=77/ Mechanical, (min. 0-1-8), ' 4=283/ Mechanical, (min. 0-1-8) Max Horiz 1=259 (LC 8) Max Uplift 1=-235 (LC 12), 3=-121 (LC 8), 4=-197 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-630/584, 9-10=-590/586, 2-10=-571/592 BOT CHORD 1-5=-846/651, 4-5=-846/651 WEBS 2-4=-711/924, 2-5=0/258 NOTES 1) Wind: ASCE 7-16; Vult=160mph (3•second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. ll; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Extedor(2E) G-0-0 to 4-9-10, Interior (1) 4-9-10 to 10-11-4 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 capable of withstanding 235lb uplift at joint 1, 121 Ito uplift atjoint 3 and 197 lb uplift atjoint 4., LOAD CASE(S) Standard Job Truss Truss �ypa Qty Maronda Homes, Sanford, Michael Nuben Ply -1-2-14 1 8-2-7 15-53 1-2-14 8-2-7 7-2-11 3x4 4 2.82841r 14 13 5x6 12 2 3 11 , � 10 c) 1 1 W2 19 2 B1 5 0-3-1� 1� J 16 17 6 18 19 ' e � 3x8 3x8 6x8 8-2-7 15-5-3 8-2-7 7-2-11 Scale =1:34 Plate Offsets (X, Y): [2:0-9-11,0-1-8], [3:0-3-0,0-3-4], [5:Edge,0' 2-0] 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 0.90 Vert(LL) 0.28 5-6 >655 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.26 5-6 >714 180. . BCLL 0.0 * Rep Stress Incr NO WB 0.62 Ho'rz(CT) -0.04 5 n/a n/a BCDL 10.0 Code FR ,2020/TP12014 Matrix -MS Weight: 79 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc puriins, BOT CHORD 2x6 SP No.1 D except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-3 oc bracing. REACTIONS (lb/size) 2=835/0-10-7, (min. 0-1-8), 5=1160 Mechanical, (min. 0-1-8) WEBS 1 Row at midpt 3-5 Max Horiz 2=274 (LC 19) Max Uplift 2=-732 (LC 4), 5=954 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=2490/1902, 2-9=2473/1902, 2-10=2529/1992, 10-11=2497/1994, 3-11=2451/1979 BOT CHORD 2-15=-2098/2424, 2-15=-2098/2424, 2-ld=-2106/2430, 16-17=2106/2430. 6-17=-2106/2430, 6-18=2079/2384, 18-19=2079/2384, 5-19=-2079/2384 WEBS 3-6=-454/855, 3-5=-2402/2092 NOTES 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 732 lb uplift at joint 2 and 954 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 17 Ib down at 1-5-0, 17 lb down at 1-5-0, 37 lb down and 42 lb up`at 4-2-15, 37 lb down and 42 lb up at 4-2-15, 62 lb down and 102 lb up at 7-0-14, 62 lb down and 102 lb up at 7-0-14, 22 lb down and 31 lb up at 9-10-13, 22 lb down and 31 lb up at 9-10-13, and 25 lb down and 54 lb up at 12-8-12,land 25 lb down and 54 lb up at 12-8-12 on top chord, and 13 lb down and 0 lb up at 1-5-0, 13 lb down and 0 lb up at 1-5-0, 9 lb down and 22 lb up at 4-2-15, 9 lb down and 22 lb up at 4-2-15, 32 lb down and 23 lb up at 7-0-14, 32 lb down and 23 lb up at 7-0-14, 168 lb down and 146 lb up at 9-10-13, 168 lb down and 146 lb up at 9-10-13, and 221 lb down and 180 lb up at 12-8-12, and 221 lb down and 180 lb up at 12-8-12 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, late Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-46, 2-5=-20 Concentrated Loads (lb) Vert: 10=3, 11=-69, 15=1, 16=-17, 17=-63, 18=-336, 19=-442 i. Job" Truss Truss Type Qty Ply 1867 A Base 1867 Vol Valley 1 1 Job Reference (optional) Maronda Homes, Santora, Michael Nuben Run: 6.42 A Aug 25 tutu Pfini. 8.420 J Auy 25 NLu IYn — muuau iea, a C. lu vr.w. iY r a'o , I D:?mVGWcUloc2UZ01E?DOSViylyrT-NnuYkPM 1QFU1_BCMOYOhL1TO605zdYQoK2deG3ylayf W 2-" 3-2-4 40-12 2-0-6 1-1-14 0-10-7 3x4 12 4 r -- 2 04-10 �� 1 T7 3 0- -6 B1 0-0 2x4 2x4 4-0-12 Scale = 1:19.3 Plate Offsets (X, Y): [2:0-2-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP T,CLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0. Rep Stress Incr YES WB 0.00 Hodz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2020ITP12014 Matrix-P Weight:101b FT=20% LUMBER BRACING TIOP CHORD 2X4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins. BP T CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=76/4-0-12, (min. 0-1-8), 3=76/4-0-12, (min. 0-1-8) Max Horiz 1=12 (LC 12) Max Uplift 1=-51 (LC 8), 3=-51 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-115/261 Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 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 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 1 and 51 lb uplift at joint 3. 7 CASE(S) Standard -, Job Truss Truss pe Qty Ply 1867A Base 1867 VG01 Valley 1 1Jolp Reference (optional) Maronaa domes, Santora, micnael Nuoen Scale=1:20.7 mull. 0.9 J mug zu cucu rill n. ,7c' ,.... .......�..• ,-. ...y... ID:?mVGWcUloc2UZ01E?DOSViylyrT-NnuYkPM1 QFU 1_BcMOY0hL1TKuO4KdXKoK2deG3ylayf 4-0-6 4x6 +� 3-1-15 2x4 2x4 1.Sx4 I 8-0-12 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 0.36 , Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a n/a `999 BCLL 0.0Rep Stress Incr YES WB 0.07 Horiz(TL) n/a - n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix-P Weight 23 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS (lb/size) 1=99/8-0-12, (min. 0-1-8), 3=99/8-0112, (min. 0-1-8), 4=21918-0-12,(min. 0-1-8) Max Horiz 1=33 (LC 12) Max Uplift 1=-88 (LC 8), 3=-92 (LC 9), 4=103 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-165/373 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=l24mph; TCDL=4.2psf,, BCDL=6.Opsf; h=15ft; Cat II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone;C-C for members and forces & MWF15S for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsflon 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 1, 92 lb uplift atjoint 3 and 103 lb uplift atjoint 4. 6) Non Standard bearing condition. Review required. LOAD CASE(S) Standard 4