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Home My WebLink AboutTRUSS ENGINEERING PACKAGEFocus Homes Focus Homes 4005 Maronda Way Sanford FL 32771 (407) 302-9877 Fax (407) 688-8522 aEngineer/Architect of Record: Carl Brown P.E. 258 Southhall Lane, Suite 200 Maitland, FI 32751 FL PE # 56126 Engineer/Architect of Record: Luis Pablo Torres P.E. 258 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 # I LOT ADDRESS DIV/SUB MODEL FP020029 2 - 29 7905 Sebastian Rd, MLB/FP 154A32B/RH FORT PIERCE FL 34951 1646 'A' 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 II. 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 Have reviewed the package and confirmed that it matches the physical and structural Parameters found on the set of permit drawings. Truss ID Run Date Drawing Truss ID Run Date Drawing Reviewed No. of Eng. 59 Reviewed I Dwgs: —^.4 1 11 /i n/In I I Roof Loads- BCSI-131 2008 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf 1311 2011 HIP TRUSS 02/09/09 VALLEY 12/07/09 TOE NAIL 02/09/09 Total_ 33.0 psf TTBHIBCHECK 2014 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" H02 11/10/20. H03 11/10/20 110 1D .UMBER DO 128 . INFORMATION BASED ON 160.0 MPH WINDLOAD. -LATE DOL 1 2 ALL PRESSURES WERE CALCULATED USING MWFRS/GC HYBRID WIND ASCE 7-16. NIND 160.0 MPH Vasd=124.0 mph , PROVIDE TRUSS BRACING PER TRUSS SPACING 24" O.C. I ENGINEERING AND BCSI I-03. TRUSS PLACEMENT PLAN JD IV 1 HGROB - 2 P Y H07 H06 H05 H04 H03 H02 T01 H09 H10 H11 H12 H13 H14 0 0 > > T30 T30 0 0 0 HGR31 J34 = °p J14 ✓OAS Bo 0 o > > H15 o T20 T20 T20 34 14 T21 T21 H22 H23 HGR24 12' 0" I 7' 10" r �a 114 134 54 FOCUS `[CM0 HOMES ) 3993 West First Street, Sanford, FL 32771 (407) 302-9871 (L CUSTOMER: FOCUS HOMES Model: 1546 ELEVATION: A BASE DRAWN BY: M. Nuben RELEASE DATE: 11/16/2020 GARAGE: RIGHT In v F 0 S 0 ENGINEERING. ASSOCIATES 258 Southhall Lane, Suite 200 A Maitland, FL 32751 r 0: 321-972-0491 F:407-880-2304 r 1 Certificate Of Authorization No. 9161 1 ❑ CARL A. BROWN, PE - FL # 56126 � ❑ LUIS PABLO TORRES, PE - FL # 8786 1 ❑SCOTTA.L jkl�181�CQ PE-FL#78 J 1�r °•°° No si ° STATE OF g'z1 fn iTOQTI I ��elcR $ ,,gyp, (n ANr1dSP€61 IqSCDLY RIDA _J BUIL61NfS CODE'SIG .t.ND EQQfA+ THE Z STRUCTlJFZ44 POnTI O�'.TFjIS I�l2AWING. 0 LU U) U) LU 0 F" FLORIDA: W THIS STRUCTURE WAS DESIGNED IN ACCORDANCE AND MEETS THE REQUIREMENTS OF SECTION R301 OF THE FLORIDA BUILDING CODE 7th EDITION O (2020): RESIDENTIAL. ALL CONNECTORS HAVE BEEN CHECKED TO WITHSTAND ALL Z APPLICABLE LOADS AND STATED ON THE COVER SHE N CRITERIA T0 0 1 10 /2 DEFINITIONS MWF = MAIN WIND FORCE N C&C = COMPONENTS AND CLADDING TOB = TOP OF BEARING TC = TOP CHORD 34 BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD 14 psf = POUNDS PER SQUARE FOOT # = POUNDS >p� LOADS PER FBC & FRC 'NON -CONCURRENT BC LL 10psf CONCURRENT BC STORAGE LL 20 psf SHEET.• TR1 JBSO ITE PACKAGE IMPORTANT. DOCUMENTS --.ENCLOSED PLEASE REVIEW AWARNING: The handling, storing, installing,, restraining and diagonal bracing of structural building compo- nents requires specialized training, clearly implemented procedures, and careful planning and communication among the contrac- tor, crane operator and installation crew. Handlind and installing components without appropriate training, planning and commu- 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 clear understanding of the installation plan, any applicable fail 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. iADVERTENClA►� . ■ El manejo, almacenamiento, insta/aci6n, restriction y arriostre diagonal de componentes estructurales de construccOn requieren entrenamiento especializada, procedimientos claramente implementados y planifrcaron y comunicaci6n claaa entre el contratista, operador de grda, y los obreros de instalaci6n. El manejar a instalar Jos componentes sin entrenamiento sufrciente, planificacion y comunicacOn adecuadas aumenta la probabilidad de un accidente que results en dareo a ' propiedad, herida seda o muerte. Antes de la instalacOn de componentes, Ids documentos adjuntos deben ser examinados y difundidos a todo el personal apro- piado, ademas del entrenamiento pertinente y un claro entendimiento del plan de instalacift de todo requisito aplicable de la proteccidn contra la caida y de Ids requisitos previstos de arriostre y restriccion. La instalaci6n de trusses con tramos despejados y mas de 60 pies de largo es muy peligrosa y puede requiere el arriostre temporal y permanente complejo. Por favor, consulte a un Profesional de Disen"o Registerdo. Examine la estructura, el sistema armaz6n estructural de edifrcio, ubicaciones de soporte a las condiciones de instalacl6n cor- respondientes y comenzar con la instalacidn de Jos componentes solo despues de haber corregido toda condition insatisfactona. No torte, modifrque ni repare.los componentes y informe cualquier daho descubierto antes de proceder a la instalacion. Los documentos adjuntos se ofrecen solamente como directrices minimas. Nada�de to incluido en este paquete debe interp- netarse de manera que exceda el alcance de la responsabilidad del fabricante de componentes, ni en forma tal que Jmponga responsabilidades adicionales sobre este. To view a non -printing PDF of this document, visit The text appearing below has been.. paraphrased and reproduced from ANSI/TPI 1-2007, Chapter 2, with permission from the publisher, the Truss Plate r Institute (TPI) (www.toinst.org). For reference, the numbers in parentheses refer to specific ANSI/TPI 1 sections. Refer to ANSI/TPI 1 Chapter 2 for complete text and definitions. For information on design responsibilities contact your Component ,Manufacturer or SBCA at 608/274-4849 or www.sbcindustry.com. 7NSTRUrTT0N RFLATFC The Contractor shall not proceed with the truss installation until the Truss Submittal Package has been reviewed by the Building Designer (2.3.4.3/2.4.4.3). The Building Designer shall review the Truss Submittal Package for compatibility with the building design. All such submittals shall include a notation indicating that they have been reviewed and whether or not they have been found to be in general conformance with the design of the building (2.3.2.3/2.4.2.3). The method of Permanent Individual Truss Member Restraint/Bracing and the method of anchoring or restraining to prevent lateral move- ment of all truss members acting together as a system shall be accomplished by: (a) standard industry Lateral Restraint and Diagonal Bracing details in accordance with BCSI-83 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 reinforcement designed to prevent buckling (e.g., buckling reinforcement by T reinforcement or L-reln- 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 Structural 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 top chord, bottom chord, and web members shall be permitted to be specified by any Building Designer (2.3.3.2/2.4.3.2). If a specific truss member permanent bracing design for the roof or floor Framing Structural System 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, bottom chord, and web members shall be in accordance with BCSI-63 or BCSI-87 (2.3.3.3/2.4.3.3). The Contractor is responsible for the construction means, methods, techniques, sequences, procedures, programs, and safety in connection with the receipt, storage, handling, installation, restraining, and bracing of the trusses (2.3.4.4/2.4.4.4). The Contractor shall ensure that the build- ing support conditions are of sufficient strength and stability to accommodate the loads applied during the truss installation process. Truss instal- lation shall comply with installation tolerances shown in BCSI-Bl. Temporary Installation Restraint/Bracing for the truss system and the permanent truss system Lateral Restraint and Diagonal Bracing for the completed building and any other construction work related directly or indirectly to the trusses shall be installed by the Contactor in accordance with the Construction Documents and/or the Truss Submittal Package (2.3.4.5/2.4.4.5). The Contractor shall examine the trusses delivered to the job site and after the trusses are erected and installed for dislodged or missing connectors, cracked, dislodged or broken members, or any other damage that may impair the structural integrity of the truss(2.3.4.6-2.3.4.7/2.4.4.6-2.4.4.7). In the event that damage to a truss is discovered that would likely impair the structural integrity of the truss, the Contractor shall ensure that the truss not be erected or that any area within the building supported by any such truss already erected shall be appropriately shored or supported to prevent further damage from occurring and shall remain clear and free of any load imposed by people, plumbing, electrical, mechanical, bridging, bracing, etc. until field repairs have been properly completed (2.3.4.8/2.4.4.8). In the event of damage, the Contractor shall contact the Truss Manufacturer to determine an adequate field repair and construct the field repair in accordance with the written instructions and details provided by any Registered Design Professional (2.3.4.9/2.4.4.9). RESPONSIBILITIESTRUSS MANUFACTURER Where required by the Construction Documents or Contract, Legal Requirements or the Building Official, the Truss Manufacturer shall provide the appropriate Truss Submittal Package, including the Truss Design Drawings, a Truss Placement Diagram, and the required Permanent Individual Truss Member Restraint and the method to be used (2.3.6.5/2.4.6.5) to one or more of the following: Building Official; Building Designer and/or Contractor for review and/or approval (2.3.6.7/2.4.6.7). The Truss 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 Truss 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 the fabrication tolerance to be used in the truss design (2.3.6.9/2.4.6.9) and manufacture the trusses in accordance with the final Truss Design Drawings, using the quality criteria required by ANSI/TPI 1-2007 (2.3.6.10/2.4.6.10). Structural Building SBC' Components Association 608/274-4849 • sbcindustry.com r r Copyright © 2003-2013 ]obsiteCS 130318 General Notes. Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, Installing and temporary restraining and bracing of trusses. Refer to SCSI - Guide to Good Practice for Handling. Installing. Restralnino '& Brecino of Metal Plate Connected Wood Trusses•" for more detailed information. Truss Design Drawings may specify locations of Notts Generates - Los busses no estein marcados de ning6n modo qua idendlique Is freouenda o lokslizad6n de restricci6n lateral y arriestre diagonal femporeles. Use fas recomendadones de manejo, 'Instalacl6n, restdod6n y aniostre temporal de los trusses. We e/ folleto fi - Gufa de Buena P/dctica pain of Mani ft Instalad6n. ResMcc/6n y Amfostre de !as Trosses de Madera Cdneciados con Places de Metal"' pare inPormad6n rolls detallada. permanent lateral restraint or reinforcement for Los dibujos de diseffo de los trusses pueden espedficar individual truss members. Refer to the BCSI-B3"• las loralizadones de resbfod6n lateral pemranente o for more information. All other permanent bracing refrerzo an los mfembm Inciividuales del truss. lrea design is the responsibility of the building designer. la hOja resulren Erf;Sl- 3— pare mAs intamnacdM a resto de 169 diseflas de amostres permamntas son la resporsab1drd del dlseifadordel edifido. - WARNING The consequences of Improper handling, erecting, installing, restraining and bracing can result In a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIAf El resultadode urrvmaua/u, levantamiento, instaled6n, restriccidr y aui3olre lneomacto puede ser Is cattle de to ostnuctum o atin poor, heridos o muertos. AftiWTION Exercise care when remov- ing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal.protective equipment for the eyes, feet, hands and head when workng with trusses. jCMIF RM LN11ce caute/a at quitar las ataduras o ids pedazos de metal de sujetar pare evitar datio a las trusses y prevenir to herida personal. Lleve el equipo protective personal pars Ojos, pies, mantle y cabeza cuando traboja con trusses.' Avoid lateral bending. Evite'Is flexl6n lateral. The contractor . Is responsible for properly recelving, unloading and storing the trusses atthe jobsite. U114oad trusses to 61110091 surface to preve-rt damagB. El coptratista tiene to responsabilidad de recibir, descugar y aknacenar• adecuadarrente los bussts an la core. Descamue las trusses an Ja fierra kso pain pravanrr nt daria A caiiiiTIOfi0 use iewlil special care In Ublice culdedo windy weather or especial an near power lines dies ventosos o and airports. Carta de cables eldchroos o de RJ Use proper rig- Use equipoapropiedo ging aid hoisting Para levantar e equipment lnrprovisar. i� Trusses may be unloaded directly to the ground al the time of delivery or stored tcmpoarity in contact with a,e ground after delivery. If lr.e a m m bo stored for more than one wreak, plate blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.) Los trusses pueden serdescargedasd;mcta• memo an of Susie en equal momenta de- entrega o almacenados temporalmonte on tentacle con al suele despuAs de entrega. SI los busses esterrin guardados pare mels de una Samaria; pongs bloqueando de allure suficlente delras de)o ptla de los busses a 8 haste 10 pies an contra (a. m). Q For trusses stored for more than one week, cover bundles to protect from the environment - Pare busses guardedos porm6s de una semana (D -00 NOT store on !rib ahliacele of hero.. cobra los paquetes pars protegerios del ambienle. unevenground, desJg-l. Refer to BCSI"' for more detailed information per- taining to handling and jobsite storage of trusses. We el folleto BCSI'"' pare infomscl in mds defrTl- fade sable at manejo yalmacenado de- Los Irusses an Brea de- babajo. (S) DO NOT store NO almacrne unbraced bundles ver icalmerre /as riprtohi. frusSeS Stle:as. Hoisting and Placemeni of Truss Bundles Recomendaclones Para. Levantar Paquok s de Trusses G DON'T overload the crane. a rI to NO sobrecargue Is grOa. ) ", i� NEVER use banding to lift a bundle. NUNCA use las, ateduras pare levan far un paquefa Q Asin le lift point may be used fdrbundles of 9 9 r .•sT'rri top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 in). Use at least two lift points for bundles of top chord pitch trusses up to 61Y (16.3 m) and paral ®; nz{r r:us:, t)n rtrn nuerinad a ipprirlino let chord trusses up to 45' (13.7 m). Use at least structure with truss bundle: three tit points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses IADVERTENC(AI No sobrerargue Is >45i (13.7 m). estnucturs apoyada con at paquete de busses. Puede user un solo lugar de levanfar pare ' paqup!es de trusses de Is cuerda superior haste Q Placetruss bundles In stable position. 45'y. trusses de twerdas paralelas de 30' o Puse paquetes de busses an una mans• posld6n astable. Use per to menos dos pumps de levantar con dnipne de busses de cuerda Superiorincllnada pasta 60' y trusses de cuerdas parelelas pasta 45', Use por to menos dos pun tos, de leventer con grupos de trusses de cuerda superior inclinada mas cis 60' y busses de cuerlas pareielas mas de 45. :Mechanical Hoisting Recommendations for Single Trusses 's . Recomendaciones Para Levantar Trusses Indivllduales o Using a single plok-polnt at the peak can damage the truss. -use de un solo Lugar en el plce parelevanfar puede hacer daHo at Wss. reads be- Toa•In �Tbe-In Spreader bar M to 2/3 truss length, Tailors TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES Tagline 60' or less J.q_ APprox.IM truss length TRUSSES UP TO 30' (9.1 TRUSSES HASTA 30 PIES Locate Spreader bar A10, above or sUghack as mid-helght Q Hold each truss in position with the erection Spreader bar ale to equipment until top chord temporary lateral Tagline eta truss length restraint is Installed and the truss IS fastened TRUSSES UP To AND OVER 60' (18.3 m) to the bearing points. TRUSSES HASTAYSOBRE 60 PIES Sosloga coda truss an poslcl6n con equlpo de gr6a hosts quo /a restricaMn lateral temporal de la cuerds superior est8 Instelado y of truss estel asegursdo on ids soportes. Installation of Single Trusses by Hand Recac�rmendacciones de Levanitamlento de Trusses Indivld'uales Par La Mano '•_" Trusses 20' Q Trusses 30' 1 . tort m) or (9.1 m) or less, 'less, support support at near peak. quarter points. 'Soporte SopoRe de cerca of Pico /cis cuarlos his Irusses I E Trusses up to 20' -)► I de bamo ids I E Trusses up to 30' de 20 pies o (6.1 m) trusses de 30 (9.1 m) memos. Trusses haste 20 pies pies o menos. Trusses haste 30 pies 1 ,,T 4P'orar / Restri lnt K. Bracing, ' :Res#rlcclon y-Arriosire-77elnporal a Refer to BCSI-B2"• for more information. E�Top Chord Temporar Vet al resumen BCSi-B2—pare mds inldrmad6n. I✓ Lateral Restraint •; ��1 Locate ground braces for first truss directly in line 4 min) with all rows of top chord temporary lateral restraint (see table in the next column). !9 To.c., tyl CologaO Jos arriostros do tlorra pars of primer MISS drectamente en flmea con Cade- una de la's no as de restrkel6n lateral temporal de to cuerda 0. Brace firs syPt ff7r (vea Is labla en la prdxima column). truss securely Dty ;tda t' walk on unbraced trusses. before f1f0. c.mine.i n trusses sueltae. F erection e additional Q DU MOT stand on truss overhangs until busses. Structural Sheathing has been applied to j the truss and overhangs. NO se pare en voladizos oerchas haste Revesflmlanto estructural he sldo aplicado a la ermaefure y voladizos. Steps��to Se�t�ng 'Trtisses ��' '•, ': .°�: Las' Medidas .de -./a "Insta/acion de %s `Tirusses a 11 Install ground bracing, 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chard diagonal bracing (see below). 5) Install web member plane diagonal brecing to stab(lize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instale los arriostres de fiefs. 2) instate al pdmero truss y ate seguramente at aniostra de tiers. 3J Instate los pr6ximos 4 busses can resbicci6n lateral temporal de miambro corto fvea abajo). 4) Instate el arriostre diagonal de la cueria superior (vea absto). 5) Instate arriostre diagonal are las planos de los mlembros secundarios pang estabilioe los primeros cfnco trusses (vea aba%P 6) Instate la restdo d6n lateral temporal y ardashe diagonal para to cuerda inferior (vea abajo). 7) Repito dste procedimiento an grupos de cuabD busses haste qua todos lost busses estdn instals os. � Refer to BCSI-B2••• for more information. Vea at resumen SCSI-B2— path mBs informari6n. testraintMracing for All Planes of T irusses 4estriccMufArriostre Para 7bdos Pianos de Trusses L� Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach to each truss with at least 2-10d (0.12W"), 2-12d (0.128x3.25") or 2-16d (0.131x3.5") nails. La madera.W closificada par estr6s as to madera mfnlma ufilhWo pare resfdod6n lateral yardosbamlento di- agonal.Atadas a cads braguerooon al mfnimo 2 clavos 10d (0.12&3 ), 12d (0.12&a.25) o 16d (0.13W.5 ). Lei This restraint and bracing method Is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See tap of next column for temporary restraint and bracing of PCTs. Este WWI; de restdccl6n yairlosbe as pare todo trusses excepto trusses de cuerdas parafelas (PCTs) 3x2 yW. Vea la pace superior de Is column pare Is resMccldn y ardostre temporal de PCTs. TOP CHORD — CUERDA SUPERIOR Truss Sparc `,;; Top Chord Temporary Lateral Restraint (TCTLRj Spacing - ongftud de 7ramo ` ,+Espec_ Iainlenfo; del Arrtostre;Temporal,de la`CuerX6 Superior- Up to 30' 10' (3 m) D.C. max. (9.1 m) 30' (9.1 m)— 8' (2A m) o.c. max. 45' 13.7 m 45' (13.7 m) — 6' (1.8 m) D.C. max. 60' 18.3 m 60' (18.3 m) — 4' (1.2 m) D.C. max. 80' (24.4 m)• :onsult a Registered Design Pro fessional for busses longer than 80' (18.3 m). 7onsulfe a un Professional Regisliado de Dlsefio para trusses mils de 60 pies. 21 See BCSI-B2•••for TCTLROptions. Vea at BCSI-1112— para las options de TC77 R. Refer to BCSI-B3••• lr Gable End Frame restraintibracingi "A Anforcement information. lore informacl6n sobre restriccOnt TCTLR niostra/reftterzo pareArmazones lastioles vea el resumen BCSI-B3"' Note: Ground bracing not shown for clarity 10° or> *e Truss attachment Repeat diagonal braces for each set of 4 trusses. required at support s) Replta lost arrlsotres dlagonales pare cada grupo de 4 trusses. Section A -A WEB MEMBER PLANE — PLANO DELOS MIEMBROS SECUNDARIOS = LATERAL RESTRAINT SL DIAGONAL BRACING ARE /ERV IMPORTANT LA RESTRICC►6N LATERAL Y EL ARRIOSTRE DIAGONAL SON MEW /MPnR'rrAiUTWS! — ni.,.,,a.l 0' (3 m) -1 T (4.6 m) max. % ;ame spacing as bottom chord Note: Some chord and web members iterel restraint not shown for clarity. ) BOTTOM CHORD — CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice relnforce- ment. 10'(3m)-IT(4.6m)max. CLR splice reldomement a Member 2>LCLR A Minimum 721LScab block cente d overspllce.Atlach to CLR with minimum 6.16d (0.1354.q nails each side of sprite or as spedfied by the Building Designer. SECTION A -A "IF Truss Member Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Restraint & Bracing for U2 and 4m2 Parallel Chord Trusses Restriction y Arriostrle Para' Wasses de Cuerdas Paraltelas 3x2 y 4x2 1D' 3 m) or Diagonal bracing Repeat diagonal bracing EMRefer to 15 4.6 m)• avery 15 truss spaces 30' td' SCSI.B7••' for more (9.1 in max Information. Vea el resumen BCSI-B7— pare mas Informad6n. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two busses. 'Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chards and 15' (4.6 m) o.c. for 42 chords. Insta�lUng Ins�alacon Q Tolerances for Out -of -Plane. Toleranclas pare Fuera-de-Plano. rut-- Length —► Max. Bc Me y. Length —I Max. Bow -------------------- Length -1 Q Tolerances for Out -of -Plumb. Tolerancias pare 0/50 Fuem-de-Plomada. Construction Loading Carga De Construccd G DO NOT proceed with construction until all lateral restraint and bracing is securely and properly In place. NO proceda con Is construccl6n haste quo todas las restdo- cfones latera/es y /os ardostres est6n cokcados on forma aproplada y segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4•" for more Information. ete Block 8° (203 ram) NO exceda las alturas m3ximas de mont6n. Vea e/ resumen BCSI-B4•'• pare mds tnfornad6n. Concr NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCA aptle los materiales cerca de un pica, a Centro de to luz, an Cantilevers o aleros. 10 DO NOT overload small groups or single trusses. NO sobrecargue pequeHos grupos o trusses Individuales. r Q Place loads over as many trusses as possible. Coloque les cargos sobre tonics trusses comp sea posible. Q Position loads over load bearing walls. Coloque las cargos sobre gas parades soportantes. Alterations — A►teraciones Refer to BCSI-B5."• Truss bracing not sham for clarity. Vea el resumen BCSI-B5.— tSi DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, alfere o perfore ningun mlembro es ructural de un Wss, a menos qua estrl especlficamente permifido an at dibujo del disefio del truss. CMTrusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturers limited warranty null and void, Trusses qua se han sobrecargado durante to construccl6n o han sido.alterados sin Is autor- Izacf6n provia del Febricante de Trusses, pueden hater nulo y sln efecto la garantia limitada del Febricante de Trusses. t —Contact the Component Manufacturerfor more Information or conault a Reglafired Design Professional for assistance. To view a nan-pdneng PDF of this document, visit sbdndustrycomebt. NOTE: The truss manufactunir and ruse designer rely on the presumption that the contractor and stone operator (n apprimble) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contactor believes It needs assistance In some aspect of the construction project, It should seek assiatance from a competern party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the tosses Into place SAFELY. These recommendations for handling, Instating, restraining and bracing busses are based upon the Wlectiva experienm of leading buss Involved with ss design, manufacture and Instanation, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It Is not Intended that these recommendations be Interpreted as superior to the building designer's design specification for handling, Installing, restraining and bracing busses and it does not preclude the use of other equivalent methods for restraininpracing and providing stability for the walls, columns, floom, roofs and all the Interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contelned herein. SAC- & li r wasnmamsem TRUSS PLATE INSTITUTE Al 6300 Enterprise Lane °Madison, WI 53719 218 N. Lee St, Ste, 312 °exandria, VA 22314 608-2744849 ° sbdndustrycom 703-683.1010 ° tpinstorg _ For 7Yiusses* to 2'-0" On -Center and' 80'-0 6n Length 1. Para 7frusses Hasfa 2Pies En Centro.y Rasta 80 Pies-Delongitud' WARNING Spans over 60' require more complex temporary installation restraintibracing. Consult a registered design professional. IADVERTENCIAI Los tramos mas de 60 pies requieren restriccOn/arriostre de insta- lacl6n temporal mas complejo. Consults a un profesional registrado de diseno. ® DANGER Disregarding handling, installing, restraining and bracing safety recommendations is the principal cause of truss erectionfinstallation accidents. PELIGRO El no seguir las recomendeciones de manejo, instalacl6n, restricci6n y arrio- stre es Is causa principal de los accidentes durante la ereccOnlinstalaci6n de trusses. Q Lateral restraint is NOT Diagonal I adequate without diagonal bracing. bracing La RestriccOn Lateral NO es adec- Lateral restraint uada sin el Arriostre Diagonal. Q Always diagonally brace for safetyl iS/empre arriostre diagonalmente pars seguridadl Maximum Spacing For Up Choi_d Temporary Lateral Restraint ('TCTLR) . Eli Espaciami'ento.MAirilno Para La Restriccion-Lateral al Do La Cuerda`Su , P. eMir (TCTLR) The graphic at left shows the maximum on -center spacing (see t 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 tramos de trusses de la tabla en el Paso 2 en la pagina 2. • No se muestra el arriostre de terra para claridad. • Aplique inmediatamente el Arriostre Diagonal o el Entablado Estruc- tural (structural sheathing). Para tramos mas de 60 pies el matodo preferido es entablarlos inmediatamente. Check These ItemsBefore Starting Truss ErectioMnstallation and Correct as Needed Revise Estos Puntos Antes De Snpezar La EreccioMnstalacioa y Corrifalos Cuando Es N'ecesario Q Building dimensions match the construction documents. Las dimensiones del edificio concuerdan con los documentos de construccion. Q Bearing supports (e.g., walls, columns, headers, beams, etc.) are accurately and securely installed, plumb and properly braced. Los soportes que sostienen cargas (ej., paredes, columns, vigas de cabezera, vigas, etcatera) son instalados seguramente y con precisift y son nivelados y ardostrados aprop/adamente. Q Hangers, tie -downs, restraint and bracing materials are on site and accessible. Los colgadores (hangers), soportes de anclaje (tie -downs) y materiales de restriccl6n y arriostre estan accesibles en la obra. Q Erection/Installation crew is aware of installation plan and lateral restraint/diagonal bracing requirements. El personal de ereccOn/instalaci6n es consciente del plan de instalaci6n y los requisitos de restriccOn/arrlostre. 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 en lugar. • Q Any truss damage is reported to truss manufacturer. Refer to BCSI-B5. " Do not install damaged trusses unless instructed to do so by the building design- er, truss designer or truss manufacturer. Algun dano a Ids trusses ha sido reportado al fabricante de trusses. Vea el resumen BCSI-B5.— No instale trusses daf"iados a menos que se d#eren el disenador del edificio, el disenador del truss o el fabdcante del truss. Q Trusses are the correct dimension. Los trusses son Is dimensi6n correcta. Q Tops of bearing supports are flat, level and at the correct elevation. La parte superior de los soportes de cojinete son planas, nivelados y a la elevaci6n correcta. Q Jobsite is clean and neat, and free of obstructions. La obra esta limpia, ordenada y sin obstrucciones. Extc Ground bracing procedure for first truss is based on site and building configuration. El procedimiento.deArd6stre de Tierra Para el primer truss es basado: en el teiieno y la configuraci6n del edifcio. If ground level is too far from: truss for exterior ground; bracing, use interior ground bracing. Si el navel del temeno es demasiado lejos para usarMfostre de 77ena exterior, use Arriostre de Tierra interior. NCSI-1132 SQDbi RfJARV SHEET Memp 160209 TRUSS OPISTALLA rOORI 1x TLECJ70aOl1iARV RIESTRA11OT BRtAC13POG Steps to`Setting 7Yusses Pasos. P.ara,E1'*On4Je De .7i'usses Establish Ground Bracing Procedure: Exterior or Interior . Establezca el Procedimiento de Arriostne de Tierra: Exterior o Interior , 2 Determine the Locations for-.TCTLR and Ground Braces ■ Determine las Ubicaciones para TCTLR y los Arriostrets 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 el tramo del truss ara determiner p 10" or greater. Localice TCTLR 10" or greateradicional ,. el espaciamiento pare restricci6n lateral sobre los temporal de la cuerda superior (TCTLR) soportes si la allure en la table a la derecha. del tal6n (heel height) required atTruss attachment support(s) J es de 10 pulgadas o MIS. 5 8' > 9 (add aTCTLR) ;-Pi;tchbreak -6- s- S-6' I W-Ir 3 -0' Span [�( Locate additional TCTLR at each pitch break. Localice TCTLR adiciohal en cada rotura de inclinaci6n. MaiciiriimtTop;.1t6rdTemporaj, ateraiRestrdiritSpacinrl Truss Span TCTLR Spacing Up to 30' 10' on -center maximum 30' - 45' Won -center maximum 45' - 60' Ton -center maximum 60' - 80'• 4' on -center maximum *Consult a registered design professional fortrusses longer than 60' "For trusses spaced greater than 2' o.c., see also BCSI•Bf 0. TCTLR, typ. TCTLR, typ. TM °+sue^ Ground brace vertical, typ. [� Locate a ground brace vertical at each TCTLR location. Localice una vertical de arriostre de Berra en cada lugar de TCTLR. 3 Set First Truss and Fasten Securely to Ground Braces ■ Coloque el Primer 71russ y Filelo Seguramente a los Arriostres de Tierra 21 Set first truss (or gable end frame) and fasten securely to ground braces and to the wall, or as directed by the building designer. Examples of first truss installed include: Coloque el primer truss (o armaz6n hastial) y frelo seguramente a las vertica/es de arriostre de Berra y a la pared, o tromo se dirige el disenador del ediflclo. Ejemplos del primer truss instalado Incluyen: TCTLR locations, typ. TCTLR go'! 11220-mN I locations. typ. o Ii .. A CAUTION First truss must be attached securely to all bearings and to all required ground braces prior to removing the hoisting supports. CAUTIMAi El primer truss dene que ser sujetado seguramente a todos soportes y a todas arriostres de Berra requeridos, antes de quitar los soportes de levantamiento. 0 CS O-0a SiWli♦MARY SWEET YRUSS 061i1SVALL4AT0CP9 C, YEIZIPORMV R:iZSTP.WM l'/t3nAC➢MG Set Trusses 2, 3, 4 & 5 with TCTLR in Line with Ground Bracing . 4■ Coioque las 7lrusses 2, 3, 4 y 5 can MLR en Linea can las Arriosltres de .Tierra Q Attach trusses securely at all bearings, shimming bearings as necessary. Examples of first five trusses set Include: Sujete seguramente los trusses a todos los soportes, rellenar s6lidamente Jos soportes coma sea necesado. Ejemplos de los primeros cinco trusses colocados incluyen: See options below ARRlOSTRE DE TIERRA EXTERIOR See options below I1 '� The following three (3) Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed continuously. See figure for Option B in Step 8 on page 5. Las siguientes tres opciones para instalar la Restricci6n Lateral Temporal de los Miembros Cortos requieren qua el ardostre diagonal estd instalado confinuamente. Uea la figura de Opci6n B an el Paso 8 an la pagina 5. Option 1 Short member temporary lateral restraint installed on top of trusses Opci6n 1 Resiriccl6n lateral temporal de los miembros cortos instalados encima de trusses 2T+ ~�I Trusses @ 24" on -center 2 nails at every connection 2 clavos an cac conexi6n _ Do not use split members. No use miembros rajados. VW minimum end distance i% pulgadas distancia de extremo minima Diagonal bracing, typ. Option 2 Short member temporary lateral restraint installed between trusses Opc16n 2 Restricci6n lateral temporal de los miembros cortos instalados entre trusses Use 2-16d deformed shank nails minimum, at each restraint -to -truss connection. Use Como minimo 2-16d clavos largos (shank nails) en Do not use split cada conexi6n de ►estdcd6n- a-truss. members. No use miembros rajados. Diagonal bracing, typ. ses @ 24" enter Option 3 Proprietary metal restraint products' Opci6n 3 Productos de metal para restriccOn 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 para proveer restricci6n lateral y no son solamente para espadamiento. vea las especificaciones del fabricante. Diagonal 22 k / bracing, typ. Trusses ,@ 24" on -center A OAUTDON Each truss must be attached securely at all bearing locations and all TCTLR Installed before removing the hoisting supports. =UTEL A Cada truss tiene que ser sujetado seguramente an todas ubicaciones de soportes y todas las TCTLR Instaladas antes de quitar los soportes de levantar. LATERAL RESTRAINT/BRACING MATERIAL AND CONNECTIONS CONNEX/ONEs Y mm:En w of RESTRICY16mAir /OSTRE LATERAL Q Minimum size of bracing and lateral restraint material is 2x4 stress -graded lumber or approved proprietary metal restrainttbracing, unless otherwise specified by the building designer. El tamatio del material de restriccl6n lateral y arriostre debe ser par to menos 2x4 madera graduada par esfuerzo o restriccidn/arriostre de metal patentado aprobado, a menos que especifique el disefiador 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 restriccl6n lateral y arriostre tienen que ser conectados a cada truss con un minimo de 2 clavos (ver los tamanos minimos mostrados abajo) excepto para las reshicciones de miembros cortos'mostrados en el Paso 4, Opc16n 2 (vea arriba), cuales requieren 2-16d clavos con largos desformados (Ej. Largos de anillos o tornillos). Q Drive nails flush. If the temporary restraint and bracing is to be removed when the per- 10d (0.1 MY) 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 aniostre temporal sera quitado al instalaci6 16d (0.131x3.5") del arriostre permanente, use clavos de dos cabezas para quitarlos mas facilmente. lMCS11-02 SUMMARY SMISET TRUSS 0111STALIATI100 & TLEWPO'RQ1f V RrEST RA9ir'.1 IBRL�$ 5CHUG 5 Install Top Chord Diagonal Bracing ■ Instate El Arriostre Diagonal de to Cuerda Superior Q Attach diagonal bracing to the first five trusses. Examples of diagonal bracing on first five trusses include: Coloque el arriostre diagonal a Jos primeros cinco trusses. Ejemplos de arriostre diagonal an los primeros cinco trusses incluyen: See Short Member Diagonal Temporary Lateral bracing, typ. Restraint options See Short Member Tem- Diagonal porary Lateral Restraint bracing, typ. options page 3. Z Or start applying structural sheathing. Example of structural sheathing installed on first five trusses. O empiece an aplicar el entablado estructural. Ejemplo de entablado estructural instalado an los primeros cinco trusses. See Short Member Diagonal Temporary Lateral bracing, typ. Restraint options nave 3. 6 Install Web Member Diagonal Bracing ■ Instate e1 Arriostre Diagonal de Miembros Secundarios [� Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form triangu- lation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. 51 El arriostre diagonal temporal de los miembros secundarios trabaja con la restricci6n lateral y el arriostre diagonal temporales de la cuerda superior e inferior para formar una Mangulaci6n perpendicular al piano del truss y evita qua los trusses se inclinen o caigan como domin6s. Install diagonal bracing at about 45° to the horizontal on web members (verticals whenever possible) located at or near rows of bottom chord lateral restraint. Web diagonal bracing must extend from the top chord to the Diagonal bottom chord. Repeat at the intervals shown in the figure below. bracing Instale el arriostre diagonal a aproximadamente 45 grados en los miembros secundarios (verticales cuando sea posible) colocados an o cerca de las filas de restricci6n lateral de la cuerda inferior. Anlostre diagonal pare los miembros secundarios tiene que extender de la cuerda superior a la cuerda inferior. Repita a los intervalos mostrados an la figura a la derecha. The requirements for web permanent individual truss member restraint are specified on the truss design drawing (TDD). Refer to BCSI-B3 for more information. — Los requisitos pars la restricci6n permanente de miembros individuales de truss para miembros secundarios son especificados an ei dibujo del diseno de truss. area el resumen BCSI-B3 para mas informacl6n.- 10'-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 sola pendiente, trusses pianos y profundos y otros tipos de trusses con extremos ' profundos tembidn requieren restricci6n lateral temporal y ardostre diagonal en los miembros secund- arios largos al parte profundo del truss. nu BM-132 SaDMRflARV SHEET TRU S 0MISTAP LATF110fi9 Qi�isC�� SilRi q G;C=SST d7Cav'fmii}3A�6CLC 7Install Bottom Chord Lateral Restraint and Diagonal Bracing ■ Instale la Restriccidn Lateral y el Arriostre Diagonal de la Cuerda Inferior Q Bottom chord temporary lateral restraint and diagonal bracing stabilizes the bottom chord plane during installation and helps maintain proper spac- ing of the trusses. La RestriccOn lateral temporal y el ardostre diagonal de le cuerda inferior estabilizan el piano de la cuerda inferior durante la instalacon y asiste en mantener el espaciamiento apropiado de los trusses. Q Install rows of temporary lateral restraint at 15' on -center maximum. Remove, if desired, after the permanent ceiling diaphragm is in place. Instale filas de restriccOn lateral temporal a 15 pies an el Centro como maximo. Quitelos, si asf to desea, despuds qua el diafragma permanente del techo este colocado. Q Install rows of permanent lateral restraint at 10' on -center maximum. Specified spacing may be less; check the truss design drawing and/or with the building designer. Instale filas de restriccOn lateral permanente a 10 pies an el centro Como maximo. El espaciamiento especificado puede ser menor,• venfique el dibujo del diseno de truss con el disefiador del edificio. Bottom chord lateral restraint. 2x4xl2'orgreaterlapped over two trusses. Bottom Q Install diagonal bracing at intervals of 20' maximum along the run of trusses. U� Instale el anlostre diagonal a intervalos de 2O pies maximo a to largo de la /inea de trusses. 1 tee' a max. 9 P r9 see text at left Diagonal braces every 10 truss spaces (20' mm) ote: Some chord and web members not shown for clarity. A CAO MOM 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. CAUTEL A No remueva el ardostre de tierra hasta qua toda la restriccidn lateral y arriostre de la cuerda superior, la cuerda inferior y los miembros secundarios est6n instalados an por to menos los primeros cinco trusses. 8 Repeat Steps 4 Through 7 with Groups at Four Trusses Using Option A or B . Repita los Pasos 4 a 7 con Grapos de Cuatrlo Tlrusses Usando la Option A o la Option B Option A: Install the next four trusses using short member temporary lateral restraint Options 1 - 3 per Step 4 on page 3. Add long -length (minimum 2x4xl2') continuous lateral restraint (CLR) to tie trusses together. Overlap the ends of the CLR at least 2 trusses. Install diagonal bracing at intervals of 20' maximum along the run of trusses (see Figure below). Instale los siguientes cuatro trusses utilizando las opciones 1-3 por el Paso 4 en la pagina 3 de la restriccOn lateral de miembros corios. Made la restricci6n lateral continua (CLR) de longitud-largo (mfnimo 2x4xl2) pars atarjunto los trusses. Solaparse las puntas del CLR a minimo de dos trusses. Instale el arriastre diagonal cada 20 pies maximo a /o largo de la linea de trusses (vea la Figure abajo). VTOTMiThe maximum diagonal brace spacing provided in this Option assumes ground bracing is properly installed and in place. El espaciamiento maximo de an-fostre diagonal en esta 0pci6n asume que el anilastre de Berra esta an silo y es instalado con ectamente. Diagonal bracing Spacing between rows of required at each end TCTLR is dependent on of building between truss span and pitch breaks each row of TCTLR, (see Step 2 on page 2). and every 10 truss spaces (20' max.). 10 truss spaces max 2( (20' max.) 10 truss spaces max. (20' max.) Note: Ground Bracing not shown for clarity. Option B: Install diagonal bracing on each group of four trusses that have been set with short member temporary lateral restraint per Step 4 on page 3. Instale el arriostre diagonal an cada grupo de cuatro trusses que han sido colocados con la restriccOn lateral temporal de miembros cortos por e/ paso 4 an la pagina 3. WARNING After the initial group of five trusses are installed and braced (i.e., lateral restraint and diagonal bracing), DO NOT set more than four trusses when using short member temporary lateral.restraint before you STOP, and diagonally brace as shown. Option B Is NOT permissible without diagonal bracing being Installed with each group of four trusses. IADVERTENCIAI Despues de que el primer grupo de cinco trusses sea instalado yarriostrado (Ej. restriccf6n lateral y arriostre diagonal), NO coloque mas de cuatro trusses cuando se usa la reshiccOn lateral temporal de los miembros cortos antes que usted PARA, y ard6strelo diagonalmente como mostrado. Este opcldn B NO funclona 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 TO DOS LOS TRUSSES EST#'N 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 est6n colocados para aplicar el entablado estructural. Temporary Diagonal Bracing repeated entire length of building. A CAMIJO s Remove only as much top chord temporary lateral restraint and diagonal bracing as necessary to nail down the next sheet of structural sheathing. DO NOT exceed truss design load with construction loads. (SEE BCSI-B4)'" CAUTELA Quite solo tanta restdco6n lateral temporal y ardostre diagonal de la cuerda superior como sea necesaao para clavar la siguiente hoja de entablado estructural. NO EXCEDA la carga de disefio de truss con cargas de construccl6n. (VEA BCSI-B4)"' fSCS11-312 SgDMMARV SHEET Alternate Installation MethoidBuild at 011'°the Grounld and` L�ftlf� Into `PI Medtodo Afterno de Inii6laciom Consfruirlo ien la Tierra y Cevant'arlo on �La, Q Ensure level bearing; set, position, plumb and properly restrain and brace the trusses as modules on the gro Asegtirese qua el spoporte es nivelado; colocar, posicionar, nivelar y restringir y ardostrar apropladamente el grupo de trusses an la tierra. Q Apply structural sheathing for stability. Begin at the heel and alternate 4'x8' and 4'x4' sheets up to the peak. Aplique el entablado estructural para estabilidad. Empiece en el tal6n y alteme laminas de 4 pies x 8 pies y 4 pies x 4 pies hasta el pico. Q Be sure to install all top chord, web member and bottom chord lateral restraint and bracing prior to lifting the module. Asegurese de instalar toda la restriccOn y arrlostre de Is cuerda superior, el miembro secundarlo, y la cuerda inferior antes de levantar el m6dulo. A fSAWION Additional restraint and bracing may be required to safely lift units into place. CAUTZAA La restricci6n y arriostre adiclonal pueden ser requeridos para levantar los m6dulos en silo sin peligro. Q Be sure to get proper guidance from a registered design professional to insure modules are designed and installed safely and properly. Asegurese de obtener consejos apropiados por un profesional registrado de diseno pare asegurar que los m6dulos son disefiados y instala- dos apropladamente y sin peligro. Hi . Set Asselnb and racing.-, P 1!/ . 9 Ensamblaje y Arriostite del Crlupo de Cadera Permanently connecting the end jacks to the end wall and girder as early in the installation process as possible dramatically increases the stability of the hip girder and the safety of the structure. Conectando permanentemente los gatos extremos a la pared extremo y el travesafio tan temprano an el proceso de instalacOn como sea posible aumenta drdsticamente la estabilidad del travesano de cadera (hip girder) y la seguridad de la estructura. Hip trusses Common trusses Hip girder Girder setback q< End tacks - Note: Truss restraint and bracing from end wall N7 not shown for clarity. ' "^� Side jacks Hip jack Use the following sequence: Use la sigulente secuencia: Step 1 Position the hip girder on the bearing walls at the specified end wall setback and permanently attach to supports. Posicione el travesafio de cadera en las paredes de soporte al "setback" especifrcado de la pared extremo y sujete a los soportes permanentemente. EM Whenever possible, connect multi -ply girder trusses together and install the end jack hangers (if required) prior to erection/ installation. All plies of a multi -ply girder shall be attached per the fastening schedule on the TDD before attaching any framing members or applying any loads. Sujete los trusses de gatos a la cuerda superior y la cuerda inferior del truss de travesano. La conexi6n por encima es importante porque ayude a estabili- zar la cuerda superior del travesatio. Step 3 Install all remaining side and end jacks with all permanent truss -to -bearing connections (e.g., hangers and tie - downs). Instale todos los gatos extremos ygatos de dnc6n restantescon todas las conexiones permanentes de truss-a-soporte (Ej. colgadores y soportes de anclaje). Step 4 Slempre que sea posible, conecte los trusses de travesafio de varias- capas juntos y instale los colgadores de gato extremo (si requerido) Step 5 antes de la ereccOn/instalaci6n. Todas capas de un travesafio de varies capas sujetaren por el horario de fijar en el dibujo del diseno de truss antes de sujetaralgunos mlembros de arriostre o de aplicar algunas cargas. Step 2 Install hip jacks, and end jacks at maximum 10' on -center while crane continues to hold girder in place. Instale Jos gatos de cadera y Jos gatos extremos a 10 pies meximo en centro mientras la gnia continua mantener el travesafio en lugar. Note: Attach jack trusses to top chord and bottom chord of girder truss. The connection to the top chord is important as it helps to stabilize the top chord of the girder. Install jacks while crane continues to Attach hip girder hold girder in place. to supports Hip jack 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. Instale el pr6ximo truss de Short Member Temporary cadera con 2x4 restricciones laterales temporales para Lateral miembros cortos. Sujete cada Restraint restricci6n lateral temporal del miembro corto a la cuerda superior del travesano de cadera y al truss de cadera contiguo con dos clavos a cads conexl6n. Las restricciones laterales temporales para miembros cortos deben ser bastante largo para extender a un minimo de 1 '2" pasado de Ja cuerda superior de cada truss. Puse le restricci6n lateral temporal de miembros cortos a roturas del pendiente y a intervalos por las cuerdas superlores segtin el Paso 2 en la pegina 2. 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, instal 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 plane - de cada truss de cadera use restricciones laterales temporales de miembros cortos que son por to menos dobles la longitud del primer grupo de restricciones temporales laterales de miembros cortos (vea la figure en la pr6xima pegina). Para las cuerdas pendlentes de los trusses, instale las restricciones laterales temporales de miembros cortos segun uno de las tres opciones en Paso 4 on le pegina 3. BCSO-B2 SUMMARY SNEET Step 6 Ins gui on dot Paso 6 Ins Pei las en 2-� DO NOT stack materials or stand at locations that will cause instability, such as on cantilevers, overhangs, end jacks, or near truss - to -girder truss connections. NO amontone los materiales o de pie en lugares que causaran inestabllidad, como en voladizos, salientes, tomes finales, o conexione cerca a viga. Long Span .71russ installation Ilnstalac/on de- 71russes de Tliramos Largos Q DANGER Trusses with clear spans of 60 feet or greater are extremely dangerous to install and require more detailed safety and handling measures than shorter span trusses. PELIGRO Trusses de 60 pies de largo o mas son extremamente peligrosos a instalar y requieren medidas de seguridad y manejo mas detalladas qua trusses de vanos mas cortos. Before Starting Antes de Empezor Q Hire a registered design professional to provide a temporary re- straint/bracing plan and to supervise the erection process. Contrate un Profesional Registrado de Disefro para proveer un plan de reshiccOn/arrlostre temporal y para supervisar el proceso de ereccl6n. Q Develop a safe, effective truss installation method and inform all crew members of their roles. Elabore un metodo seguro y efectivo de la instalacl6n de trusses e lnforme todos mlembros 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. AsegOrese qua las Paredes y la estructura soportante son estables y adecuadamente restringidas y arriostradas. Q 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. Aseg0rese que el operador de gn)a entlende Ids requisitos especiales de levantar los trusses de tramos largos (vea BCSI-Bl).— Attach to truss at Locate Spreader bar 1010.0. above or stiffback max mid -height Spreader bar 2/3 I Tagline to 3/4'truss length 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 314 truss length trusses up to and over 60' Tips For Safe and Efficient Installations Conselos para Instalaciones Seguras y Eficienfetis 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, restriccOn y arriostre, cualquier cuando los trusses son insta- lados o son construidos como una unidad en la Berra y levantados en lugar. Q Keep trusses straight during hoisting to minimize bending out -of - plane. . ntenga los trusses derechos durante el levantamiento para mini- mizar el doblado fuera-de=plano. Q Add a temporary center support to provide greater stability and leave in place until all permanent building stability bracing is installed. Agregue un soporte temporal en el centro para proveer mas estab- llldad y quedarlo an lugar hasta qua todo el arriostre de estabilidad permanente de construccOn as instalado. Q Apply structural sheathing to the top chord as the trusses are being installed. Aplique el entablado estructural a la cuerda superior mientras los trusses estcn instalados. Q Install all permanent individual truss member restraint and bracing immediately. lnstale todo el arriostre y restriccl6n permanente de miembros de trusses individuales lnmediatamente. TRUSS Q ` 1-K-71PORA dYr R12 TR6Uu".TJZIIRLg1C190G Field Assembly and ;Other Special . Conditions Ensariiblaje, de'Campo y Ortros Condlicliones, Elspeciaies' Certain sizes or shapes of trusses require some assembly at the jobsite. Refer to the truss design drawings for specific instructions on assembly methods, unless the construction documents indicate otherwise. Ciertos tamafios o formas de trusses requieren algtin ensamblaje en la obra. Refiera a los dibujos del diseno de truss para instrucciones especifrcas sobre ensamblaje de montaje, a menos que los documentos de construccOn indiquen to contradd. The contractor is responsible for proper field assembly. EI contratista es responsable para el ensamblaje de campo apropiado. Piggyback Trusses Trusses de Piggyback Q The supporting trusses shall be completely installed with all truss member AND permanent building stability bracing as required BE- FORE installing the supported ("cap") frames. Los trusses soportantes serin completamente Instalados con todos miembros de trusses Y el arriostre de estabilidad permanents de construccOn Como es requeddo ANTES de instalar los armazones ('cap) soportados. Diagonal II>,!1\ bracing .4tilivl wg Sin red) l �l 4 !►�,.� oiiiL. and lateral restraint not shown for Lqarity. upporting (i.e.base) trusses - WARNING Adequately restrain and brace the flat portion of the supporting trusses to prevent buckling. IADVERTENCIA! Restrinja y arriostre adecuadamente la parte plan de los trusses soportantes para prevenir el fallar. Q For more information on how to permanently laterally restrain and diagonally brace piggyback truss systems refer to BCSI-133.7 ' Para mis informacidn sobre como restringir lateralmente perman- etamente y arriostrar diagonalmente sistemas de trussesde piggy- back refiere al BCSI-B3.— Field Spliced Trusses Trusses Empalmados En Campo [.� Splicing can be performed on the ground before installation or the truss sections can be supported by temporary shoring after being hoisted into place and the splices installed from a safe working surface. s-r , -: '3'".r —: ^�• Empalmando puede ser hecho en' el suelo antes de la instalaci6n o las ; secciones de trusses pueden ser soportados por "shoring" temporal despuds de que Sean levantados en Field -spliced trusses with lugar y los empalmes son instalados temporary center support de una super6cie de trabajo Segura. Valley Set Frame Installation Instelacldn de Armazdn de ConjunM de IWle Q 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 por sujetar el entablado estructural o con filas de restriccOn lateral, espaciados no mds que el maximo en el espaciamiento del centro que es especifi- cado en el dibujo del diseno de truss, y ardostre 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 \. Scissors truss Mono truss Parallel chord truss For parallel chord trusses manufactured with 3x2 or 4x2 lumber, see BCSI-B7."' Para los trusses de cuerdas paralelas fabricados con madera W o 4x2, vea el resumen'BCSI-B7.— For trusses spaced more than T-0" on -center, see BCSI-B10 - Para los trusses espaciados mds de 2 pies en el centro, vea e/ Resumen BCS1 B10.— "'Contact the component manufacturer for more Information or consult a registered design professional for assistance. To view a non -printing PDF of this document, visit sbcindustry.com/b2. This document summarizes the information provided in Section B2 of the 2013 Edition of Building Component Safety Information BCSI - Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright© 2004 - 2016 Structural Building Components Association and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced In any forth without the written permission of the publishers. Printed in the United States of America. ER, S BCAWN000 TRUSSCOUNCIL 6300 Enterprise Lane - Madison, WI 53719 608-274-4849 - sbclndustry.com 'A �9 Truss Plate Institute 218 North Lee Street, Ste. 312 Alexandria, VA 22314 703-683-1010 - tpinstorg ECS11-E2 S UlMGWARYf SHISET -WARNING Disregarding permanent restraintIbracing Is a major cause of truss field performance problems and has been known to lead to roof or floor system collapse. IADVERTENCIAI Descuidar el amostre/restriccidn permanente as una causa principal de prob- lemas de rendimiento del truss en Campo y habla conocldo a llevar al derrumbamiento del sistema del techo o piso. Ai®S31 Trusses with clear spans of 60 feet (18.3 m) or greater, may require complex perma- nent bracing. Please always consult a registered design professional. AWYMEM Tramos sabre 60 pies o mAs pueden requedr ardostre permanente complelo. Par favor, consulte slempre a un profeslonal registrado de disefio. Q Commonly used restraintibracing materials include wood structural panels, gypsum board sheathing, stress -graded lumber, proprietary metal products, and metal pudlns and straps. Matedales comunes de ardostrar/residngir Induyen paneles asWcturales de madera, entablado de yeso, madere graduade par esfuerza, productos de metal patentados, y vigas de soporte y liras de metal. r AlnlmumNumberof' Lumberilxe' MinimumNallSh'. Nalls per Connection 20 stress -graded 10d (0.12841 12d (0.128427) 2 16d (0.13W.51 W stressgraded 10d (0.12841 12d (DA284251 3 16d (0.1314.51 n� ilk NININ ��s�® Other eeaduner"Wremmds may be specified IrAe building designer orbuss designer. The gradelaba and stlachmenlfor bracing materials such as wood sbudural panels, gypsum board sheathing, pmpdetm y metal restraMbradng products, and metal puffins and straps are provided by the building designer. P46nnanent'Braeing for #ter Various Planes of a tttrtiss' Arrlastre Pernrenenfe para'Varios Pianos de an TYwss Q Permanent bracing is important because it, a) prevents out -of -plane buckling of truss Web member members, plane b) helps maintain proper truss spacing, and c) resists and transfers lateral loads from wind and seismic forces. AM El arriostre pertnan.n1- asIra ortanfe porque, a) impide el fo=luaro-de-plan. de 1. mlem- bros del truss, b) ayuda an mantenerespaclamlento aproplado de los trusses, y c) resists y pass las cargos laterales de viento y tuerzas slsmicas aplicadas al sistema del truss. Top chord plane Q The TDD provides information on the assumed support for the bottom chord. EI TDD provee informatiOn sabre el soporte supuesto para la cuerda 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 restriccidn lateral permanente de Is cuerda Inferior at espaciamlento Indlcado on at TDD y/o par of dise8ador del edlficlo con un mdxlmo de 10 pies on at Centro. Diagonal bracing. CLR splice raiMorcemeM Attach to each truss. Truss Member 2X. C 3ottom chords A A Lateral 10, 520,, restraint Minimum 2 2x_ Scab block oante e 3 2x m) 510' AT over CLR splice. m) S10' Y(6 ) or greater Attach to CLR with minimum 6.16d m) 510' lapped over (0.13W.51nails each m) Note: Same two trusses side of splice or as specified by the chord end or CLR splice Building Designer. web members reinforcement. SECTION A -A Lateral restraint and diagonal bracing used not shown for to brace the bottom chord plane. clarity. Truss Member 3..Permanent Bracing for the Web°Member Plane Anfastm Pernianent(e 4pa EI'Plano del'Mlembro S—ndario Web member permanent bracing collects and transfers buckling restraint forces and/or lateral load from wind and seismic forces. The same bracing can often be used for both functions. Aniostre permanents de los mlembros secundarios recogen y pasan fuerzas de restriccldn de forcer y/o cargas laterales de viento y luerzas slsmicas. A menudo el mismo amfostre puede ser usado pars amb.s funciones. ImIlMdual Web Member Permanent Restraint & Bracing Resttr/cdon y Arr/asbe Petmanente de Mlembros Secundarlos Indiulduales Q Check the TDD to determine which web members (if any) require restraint to resist buckling Revisa el TOD pars, determiner cuales mlembros secundados One restraint required (sl algunos) requieren restdccOn para resistir el torcer. CCif on each of these web: Iti _ Note; CLR can be Q Restrain and brace with, Installed on either side A. Continuous lateral restraint & diagonal bracing, or of Member. B. Individual member web reinforcement. Restdn)a y arroshe con, Bottom A. RestriccOn lateral contnua y arriostre diagonal, o r• chord plane B. Refuerzo de mlembros secundarios Individuales. Q Trusses require permanent bracing within ALL Trusses requieren arriostre permanents dentro of the following planes: de TODOS los siguientes plans: 1. Top chord plane 1. Plano de la cuerda superior 2. Bottom chord plane 2. Plano de la cuerda inferior 3. Web member plane 3. Plano del mlembro secundario © CAUTDON The truss, or a portion of its members, will buckle (I.e., fail) at loads far less than design without permanent bracing. Sin el ardostre permanents, del truss, o un parts de las miembros, forcerdn (e). tallarin) de cargos muchas mends quo las cargos quo at truss as disefiedo a llevar. Structural 1. Permanent Bracing for the Tbp Chord Plane sheathing Arr/osil e' Permanentte pare el P• land de /a Cuei da :, on top chord Sutser/ar `plane Q Use plywood, oriented strand board (OSB), or wood or metal structural pudlns that are properly braced. Attach to each truss. Use contrachapado, panel de gbras orientado (OSS), o vigas de soporte de madere o metal quo esfdn arrioshados aprop/adamente. Su)ete a cada truss. Q The Truss Design Drawing (TDD) provides information on the assumed support for the top chord. El Dibu)o del Disefio de Truss (TDD) provee informacldn sabre at soporte supuesto pare la cuerda superior. Q Fastener size and spacing requirements and grade for the sheathing, purlins and bracing are provided In the building code and/or by the build- ing designer. EI tamafio de clerre y requisitos de espaciamien- to y grado pare at entablado, vigas de soporte y ardostre son prov/stos an el cddlgo del ediflcto y/o par at disefiador del edtficio. 2. Penlnanent Bracing for the Bottom Chord Plane Ariios6e'Permarten% pare el Plano. de Is Cuerda Inferior: Q Use rows of continuous lateral restraint with diagonal bracing, gypsum board sheathing or some other ceiling material capable of functioning as a diaphragm. Use files de restriccidn lateral continua con arriostre diagonal, entablado de yeso o cualquier otro material pars techor qua puede funclonar coma un disfragma. Diagonal `x° bracing in the top chord plane at intervals specified by the building designer ngia ceiling A. Continuous Lateral Restraint (CLR) & I •` ••••• Yr ;•r., Diagonal Bracing Restricelon Lateral Continua (CLR) y Arr/oslrre Diagonal EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS LATERAL RESTRAINT imi R,t; flli t `l`\`', Group of 3 Trusses Note: Some chord and web members not Diagonal Lateral restraint sheathing Lateral bracesal'dl 5445' restraint Group of 2 Trusses Q Lateral restraint & diagonal bracing can also be used with small groups of trusses (i.e., three or less). Attach the lateral restraint & diagonal brace to each web member they cross. Restricctdn lateral y arriostre diagonal tambidn puede ser usado con gropos pequefics de trusses (e). tres o mends). Su)ete le resMod6n lateral y el ardostre diagonal a cada miembro secundario qua los cruzan. 1LWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! sIEMPRE ARR/OSTRE LA RiEsmicC16N LATERAL C10NT/NDA D/AGONALMENiEt B. Indhrldual Web Member Reinforcement Refuerso de M►embros Secundarios Indielduales T-, L-, Scab, I-, U-Reinforcement, proprietary metal reinforcement and stacked web products provide an alternative for resisting web buckling. T-, L-, contra, I-, U-Retuerzo, refuerzo de metal patentando y productos de miembros secundados amontonados proveen una altemattva pars resisfir at forcer de los mlembros secundados. ]�Q 01! Metal Stacked Reinforcement L inScab Reinforcement � Product Web TT --Then; Member, typ. L-Reinforcement The following table may be used unless more specific information is provided. La sigulente table puede ser usada a menos quo informad6n mis especifica estel provista. Spcoifled CLIi Sixe-.. =, Trope Woti - REINFORCEMENTWEB Type & Sha of Weh Relnfarcament - • SINGLE 6radeofWeb H4intorcement' PLY TRUSSES' Mimlm im tilnlmum," tenglhatWeb conoacdonofweD Reinforcement BelrrioreemenlloWe6; T SceW ;1 or U 1 Row 2A 2x4 W 2x4 Same species and grade or be6erthan web member 90% of web or intend to within 6'(150 min) of end of web member, whicheverlsgreater 76d(0.131x3,S) nails@6'(mer2 on-eeeA W 2x6 W 2x6 2x8 2x8 2x8 2d 2 Raws 2A 2-2x4 2x6 — — — 2-2zfi 2x8 — — — 9.7A Maximum web length is 14 feet (4.3m). 'Attach Scab Reinforcement to web with 2 rows of minimum 10d (0.1204') nails at 6• (150 mml on -center. W8 REINFORCEMENT REQUNiEO he:nusa®cxmrma oed�cxwurox I T,LOR6Ga I, ,TLaPaUEn2o DEWAZe wntlau»neommcemuu>uursaroeaararcm,J, I.REFlM I)E N011110 SECUNDAR[O REQUERIDO'I , .I 0.,•, i� Some truss manufacturers provide additional assistance by using tags to mark the web members that require lateral restraint or reinforcement Algunos fabricantes de trusses marcan an at truss las ubicaciones de refuerzo o restdod6n lateral de miembros secundados con etiquetas similares a las arriba. tab Member Plane Permanent Bulldlieg Stabliity Bracing,to.7lransfe Wind & Seismlc'Forces , (trrlos&e dio Establilded P ar"ealfe,del,Ediftlo del Plano de Mlenl bro9 Seclrnda►4os Para, oesplazar Fuemak de Vieet , y Fnerzas Sismleas The web member restraint or reinforcement specified on a TDD is required to resist buckling due to axial forces caused by the in -plane loads applied to the truss. Additional restraint and bracing within the web member plane may also be required to transfer lateral forces due to wind and/or seismic loads applied perpendicular to the plane of the trusses. This restraint and bracing is typically speci- fled by the building designer. La restdcci6n o refuerzo de miembros secundados especificada an un TDD as requeddo pare reslstir Is deformad6n baJo fuerzas axiales causadas par cargas verticales aplicadas at truss. Re- sfriccl6n adicional y e/ aparato ortopadico dentro del piano mfembro de banda tambidn puede ser necesads pare transfedr fuerzas istereles debldas at viento y/a cargas s/smicas aplicadas perpen- dicular al piano de lag torches. Este restricd6n y ardostre as Npioamente pro visto par el disefiador del edificio. Diagonal brace to roof diaphragm blocking Gable e d frame Roof diaphragm blocking Horizontal L- reinforcement Note: Top chord sheathing not shown for rarity. Bottom chord lateral restraint Gable end/wall permanent diagonal bracing. Locate in fine with bottom chord permanent CLR or as specified by the building designer. 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 seismic forces from the gable end frame Into the roof and/or ceiling diaphragm. A/gunos dlsefiadores de trusses proveen tablas y detalles de dfsefio generates pare asistIr at disefiador del edificio an determiner e/ arriostre requeddo pare pasar cargas laterales debidas a fuerzas de viento y/o fuerzas sismicas del armaz6n hastal al diafragma del tedha. Gable End Frames and Sloped Bottom Chords Armasones Ilesdales Y Coerdas Ihhferiones Pendlentes Q The gable and frame should always match the profile of the adjacent trusses to permit installation of proper bottom chord plane restraint & bracing unless special bracing is designed to support the end wall. El armaz6n hastial slempre dabs encaJar at perfrl de las trusses contiguous pars penri it la Inste- lied6n de restdcd6n yarrlostre aproplads de Is cuerda Inferior menus quo ardostre especial as disefiado pars soportar la pared de extremo. Bottom chord plane Example of raked gable end wall e (with scissors gable end frame) >`, -. A&MIGNII Using a flat bottom chord gable end frame with adjacent trusses that have sloped bottom chords Is prohibited by some building codes as adequate bracing of this condition is dif- ficult and sometimes impossible. Special and wall bracing design considerations are required by the building designer if the gable end frame profile does not match the adjacent trusses. tJ use de un armaz6n hastial de la cuerda Inferior con trusses contiguos cuales fienen cuertfas inferiores pendientes as prohibido par algunos o6digos de edirrdos porque ar- dostre adecuado de esta condicbri as dificil y a veces imposible. Consideraclones especiales de disefio pare el ardostre de Is pared de extremo son requeddos par el disefiador del eciiriclo sf at perfil del armaz6n hastial no haceJuego con W trusses contfguos. Permanent Bracing=for Special Conditions A►rlostre PermaeentAe Para CondFclones Especlales Sway Bracing—Arrlosgre.de Sway' 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. Arrlostre de 'sway' esti Instalado par Is discreddn del disefiador del edificio pare ayudar an estabflfzar el sistema de trusses y pare minimizer at movimiento lateral debido a cargas de viento y cargas sismicas. Q Sway bracing Installed continuously across the building also serves to distribute gravity loads between trusses of varying stttfness. Ardostre de 'sway' que as instalads continuadamente at travdis del edificio tambidn as usado pars distributr las cargas de gravedad entre trusses de rigidez vadando. Permanent Restraint/Bracing for the Top Chord In o Piggyback Assembly Resb&xlGn/Arriast re Permem ente pare la Cuerda Superior an on Ehdsaeh6ltq(e de Plggili Q Provide restraint and bracing by: Rapeatdiagonai • using rows of minimum 4x2 stress -graded bradngi(�ad) at 10' lumber CLR and diagonal bracing, or (3m iotorvals, or as, • connecting the CLR into the roof diaphragm, IS Ined. or • adding structural sheathing or bracing frames, or •some other equivalent means. \ - _ Proves restdoddr; y ardastre par. • usando frlas de 4x2 CLR de madera gred- uada par estuerzo y ardostre diagonal, o • conectando el CLR al dlafragma del echo, o • afiadiendo entablado esbuctural o arm zanes de amostre, o • algunos otras m6todos equlvalentes. CLR (green) at 5 the spac- ing specified on the truss design drawing Q Refer to the TDD for the maximum assumed spacing between rows of lateral restraint (e.g. purling) attached to the top chord of the supporting truss. Consults el TDD para el espaclamlento m bohmo supuesto pare suiletar la restdcci6n lateral lip. eJ., vigas) a la cuerda superior del truss soportante. Cap trusses Q The TDD provides the assumed thickness of the restraint and minimum connection requirements CLR required only if bracing frame or between the cap and the supporting truss or restraint. structural sheathing EI TDD provee el grosor supuesto de la restric- El � to installed intermit - tangy y las requisifos de conexl6n mfnimos entre is cape y al truss soportante o Is restricclbn. Bracing frame kli' Q!dbonal,bracing is used�to r.�retraf tFielt, ,C (s), repeat at — (3 m)dntervals, or as or structural �— sheathing Supporfing soecifled imthe,aonstruction,documents. kisses To view a non -printing PDF of this document, visit sbcindustry om/b . Para ver un PDF de sate documento qua no as puede impdmir, visits sbcindustrycom/b3. SAC•• wsoomssmwa TRUSS PLATE INSTITUTE 630D Enterprise Lane • Madison, WI 53719 218 N. Lee St, Ste. 312 •Alexandria, VA22314 608-274-4849 • sledndustry.com 703-683.1010 • tpinst.crg 93WE811x17160217 5 61:�ii: Checklist for.Handling and Installing Trusses Lista de Verification Para M'aneiar a Instalar Los Trusses Review all the information provided in the JOBSITE PACKAGE to ensure compliance wig industry recommendations. Property damage, serious bodily injury and/or death are possible -when handing and installing trusses without following the recommendations presented in tha JOBSITE PACKAGE. This is particularly true when worlting with trusses with clear spans fi( and greater. Use the following chauklist when handling and erecting tresses. O Inspect the trusses at the time of Delivery and after installation for: (1) Conformance with the Truss Design Drawings (2) Dislodgedlnissing connector plates (3) Cracked, dislodged 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 1nssses to prevent further damage and make sure the area remains clear of plumbing, electrical, mechanical runs, etc. until the required repairs have bees properly completed. DO NOT cut, drill, relocate, add or remove any truss member or metal connecter plate until you have received instructions from the truss manufacturer. • • O 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 suppott to keep the trusses off the ground or in a braced upright positian to avoid damage. 0 Carefully reviewthe truss design d awings (TOD) and the truss placement diagr2m (TPD) if/when provided by contract, and all JOBSITE PACKAGE documents, prior to handling and installing trusses. • • . • • • 0 Examine the budding, the building's structural framing system, bearing bcatlons and relaLd installation conditions. Revise toda la information provista an el PAQUETE DE OKRA Para. aaegurarse que cumplen con las recomendaciones de la industrla. Dario a propiedad, hadda seria ylo muerte son posibfes mapdq; maneiar a instalar rrusses sin sfquieneo leis recomendaciones presentados an del PAQUETE DE OBRA. Especialmente orando trabojar cor trusses de 60 pies de largo o. mas. Usela siguiente lister de verification cuando se manejan o selevantan Ids Vusses. Cl Examine los trusses cuando se los entreguen y despJes de la instalacfon para: (1) Conformidae can Ids Dibufos oo Diseno del Truss (2) Places de cenexion fuera de k;gar o perdidas (3) Mlembros rotos, descolocados o partidos (4) Cualquier otro dano qua pueda perjudicar la inlegridad estructural da fos trusses. Avise el fabricaate de trusses si reparations al truss son necesarlos. Despuas'de la lnstalacloi, si dario a los trusses esla descubferto qua preden debilitarlos, ariostre o soporte Irs trusses temporalmente para prevenir mas da7o y asegilrese qua at drea queda fibre de tubarias, las componeites electricas o mscanices, etc_ hasto quo todns los ropar;i66normqueridas son conpletados correctamente. NO torte, perfore, reubique, anadeo quita ningun mfembro del truss o conector rle metal pasta qua haya recibido instiucciones del fabricante de busses. C3 Protela leis trusses del clima, de la corrosion de torceduras laterales, daho y deterforos cuando los guarda an la obra. Cuando trusses son guardado an sftia, use bloqueados paletas, plataformas u otrus tipos de soporte oara almacenarlos fuera de la tierra o an posld6n vertical Para evitar qua se danen 0 Revise cuidadosamente los dlbujos de diseno del truss(TDD), el diagrama de instaacion de trusses (a 1?D) si esta provisto, y todos Jos documentos col PAQUETE DE DBRA antes de nanejar e instalar los trusses. © Examine el edifcio,..el sistema del armazbn estructural, las Copyright © 20(•2-2014 Structural Bulding Components Association. All Rights Reserved. TTSHIBCHECK-140905 Begin installing trusses only after any unsatisfactory conditions have been corrected. M Properly connect all beams and components that support trusses prior to installing the trusses. 0 Girder trusses may consist of more than one truss. Review the TDD to determine the proper number of plies and the correct attachment methods to be used at the jobsite. O Use a spreader bar 112 to 213 of the truss span for tr tsses over 30' but less :han 60' and 213 to 314 of the truss span for trusses up to and over 60'. © install lateral restraint and diagonal bracing in accordance with the guidelines in the JOBSITE PACKAGE to prevent trusses from toppling during installation. Erect trusses using the design spai*,g indicated, peeping the trusses vericai and parallel to one another. Anchor trusses securely at bearing points. Space trusses no more that plus or minus 1/4" from. the TPD location. O Refer to the construction documents, the TDDs, or the TPD (if required by the contract) for the hanger locations: Hangers shall be correctly attached. Refer to hanger manufacturer's specifications for installation Information, 0 R h n] Install all permanent individual truss member restraint or member reinforcement depicted cn the TD13. Comply with the owner's, or the owner's retained registered design professlonal's, permanent building stability bracing, anchorage, connections and field assembly requirements. This info-mation is typically provided In the construction documents. Install structural sheathing as soon as possible. Trusses hold their profiles best when they have been properly plumbed, restraired and braced wilh structural sheathing. Sheath early... sheath often., During construction, distribute material and equiptrent loads (e.g., plywood, drywall, roofing, tools, etc.) on he trusses to stay wthin the limits of the carrying capacity -for each truss. Make sure the trusses are adequately restrained and braced BEFORE placing any construction loads on them. Only Install HVAC units, fire sprinklers, etc., on trusses if the trusses have been designed to accommodate these specific loads. Review the TDD for the asst.med loads and locations. NOTE; Temporarily braced structures are NOT suitable for use or occupancy. Restrict access to construction personnel only. DO NOT inhabit or sure anything of value in temporarily braced structures. ubicaciones de Jos soportes y las cmdiciones relacionadas con to lnstalacibn. Comience a Jnstalar tcs trusses solo despu6s de hater resuelto cualquier condicibn desfavorable. • Conecte correctamente todas las vigas ycomponelates qua apoyan cerchas antes de instalarlas trusses. © Los trusses de fravesano pueden consistir an mis de un truss. Revise los TDDs para detennnarat ntlmero adecuado de capas y los mdtoeos de conexi6n cerrectos para ser usados on la obra. CJ Use una barra deextensi6n a'/2hasta 21Y del vano del Cuss para Jos trusses quo tengan entre 30 pies y 60 pies. Use una Barra de extensOn 213 hasta 3/4 del vano del tuss para Jos trusses pasta mas largo de 60 pies. instate rest4cci6rr lateral y arriostra diagorral de ocuerd'o con las directrices an el PAQUETEDE OKRA para evitar que Jos trusses se calgan durante la instalad6n. Levante los trusses usando el espacio de diseno indicado, y mantenga Jos trusses verticalss yparaletas con respecto alotro. Arriostre los trusses de forma Segura an los seportes. Separe los trusses a una distancla no mas de 114 pulgadas de la uticacii5n an ei TPD. J Refiera a los documentos de construcci6n, el TDD o el TPD (si requeddo po► at contraco) para las ubicaciones de los conectores. Conectores deben ser sujetados corredamenle. Refiera a las especiitcaclones del fabricante de Jos conectores para informaci6n do instalaci6n. * Instate todas restrictions perrmanentes de miembros individuales del truss o refuerzas de miembros secandarios mostrados an el TDD. * Cumpliese con los requisitos de arriostre permanente de estabifidad del edificio, resfricciones, conexi6nes, y del ensamblaje an Campo del propierario o del prt fesional de diserio ragistrado ous as smoleada par of jamplefaria. Esta informaci6n as p'ovista tlpicamento an los: docurnentos de construction. J Instate el entablado estructural cuanto antes. Los tresses se sostienen major cuando han sido apropiadamente colocados a plomadas, restringides, arriostradas y sujetados at entablado estructural correc'amente. iAplique el entablado temprano... ap/iquelo con frecuenciaf 0 Durante, la construccion, distribuya los materlales r cargas de equipo (ej. ccntrachapado, henamlentas, materiales, etc.) en los trusses para quedese entre las 11mitas de capacidad para cada truss. Aseg6rese quo los trusses son restt'rtgidos y ardostrados adecuadamente ANTES de poner algunas cargas de construction encima de Jos. Solamenle instate unidades de HVAC, aspersores del Fuego, etc., en tos trusses si tos trusses son disenados para contenerlos. Revise Jos TDD para pas cargas y ubicaciones supuestos. 0 NOTA: Estructuras qua son arriostrados lemporalmente NO SON apropiados para el use o la ocwaci6n. Restrinja la entrado a solamente Jos ebreros. NO habita, o guardar alguna Cosa de valor entre de estructures qua son arriostrados temporalmo.nto. To view a non -printing PQF of this document, visits cindust .co /ttbhi Chet . Und>r industry guidelines, trusses that have been field altered on the iobsite or Bala las guias industrlales, los trusses quo han cido allerados on of ioobre o so- over.oaded during the installation phase of consruetion may null or vdd the truss breeangados durance la fasa de instalacidn de la construceidn, pueden arwfgr.o in- marufacturers limited waranty. Check the truss manufacturer's limited warranty validar la rgaranda Ilmitada sue, ofrece la compahbi fabricante de sus busses. Ri ca for specific information. Information eppecirrca, mVse la garantiq quo brfada la .companla fabricante. Truss Technology in Building SOCC An informational series resigned to address the Issues and questions faced by t t professionals in the building corstruction process. W ER", 6300 Enterprise Lane • Madison, WI 63719 r 608-274-4849.608-2"4-3329 fax • sbtindustry.com - wba@sbcindusby.com Copyright @ 2002-2014 Structural Building Components Association. Ali Rights Reserved Reproduction of this Jacument, in any forrr, is prohibited withoutwritten permission from the publisher. This document should appear in more than one color. Printedin the united States of America. Regulations on fall protection and, erection/installation of trusses in residential construction are contained in OSHA's Fall Protec- tion Standard, 29 CFRA 926 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 regu/aclones sobre protecci6n contra caidas y levantamientolinsta/aci6n de entramados en construccOn residencial vienen contehidos en la Regu/aci6n de Protecci6n contra Caidas de OSHA,.29 CFR 1926 Subparte M (el Estandar). La secci6n 1926.501(b)(13) de la re4ulaci6n estab/ece en parte: "Cada emp/eado que participe en actiwdades de construcci6n residencial a 6 pies o.mas por encima de nive/es infer/ores deberan estar protegidos por sistemas de rampas de proteccion, andamiaje, un sistema de red de seguridad o un sistema de proteccion personal Para detenci6n de caidas." 'Tflruss stems ® 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. 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 failing worker attached to an inadequately braced set of trusses could cause all the previously set trusses to col- lapse in a domino effect. C� Refer to BCSI-131*,and BCSi B2 for recommendations on proper bracing of trusses. Refer to BCS€-81* for recom- mendations on proper hoisting of trusses. ® DANGER Do not walk on unbraced trusses. K® ® DANGER Do not stand on Truss over- hangs until Structural Sheathing has been applied to the Truss and overhangs. $f.V mas de. Entrainama , ;PELIGRO! Cualquier pieza de un sistema de entramado de techo o el piso apuntalado o forrado de forma inadecua- da que se utilice como punto de anclaje para cualquier tipo de sistema de protec- cion personal para detenci6n de caidas es pekgr�oso y aumentaro el riesgo de lesiones personales de gravedad o la muerte. I 4.01k?"EATENCIA! Los entramados de techo y piso que.no estan correctamente apuntalados segOn BCSj o forrados no pueden resisfir cargas de impacto lateral asociadas con caldas. U7 trabajador que sutra una caida y que esO acoplado a un conjunto de entramados que no esten apuntalados adecuadamente podria pro- vocar que Jos entramados Jijados previa- mopte.se colapsen con un efecto.domino. Con.Quite ik� -r�.i* .snore rncnmendaainnesPara levantar correcto de los entramados. -PEUGRO! No Gamine sobre entramados no epuntalados. !PEMORO! No se pare en el brsguero voladizos pasta revestimiento estructural se ha apllcado a la armadura y voladizos. B11 Fall 150722 FALL PRO Tt£Cii OOPO & TRU SSE a 8 DANGER Do not walk on trusses or gable end frames ly- ing flat, they do not have the structural strength to support a worker safely while oriented flat. Fall protection and safety measures are jobsite and building specific. The appropriate fall protection method must be determined through a site -specific job hazard assessment (JHA) conducted by a qualified person (1) who can design, install, and use fall protection systems and is authorized to correct any problems. The JHA is in- tended to assist in identifying risks and identify the least hazardous way to install trusses for a particular job. Fall hazards identified in the JHA shall be addressed with conventional methods whenever possible, including guardrails, scaffolding, safety nets, personal fall arrest systems or catch platforms. Employers must consider whether it is safer to design and install a safe work platform/system around a hazard WARNING All fall protection solutions come with their own inherent hazards during use. A @&WMOR 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 bracing materials; and, 4. lower level hazards, such as wall bracing, which some fall protection systems do not protect against. IPELIGROI No camine sobre entramados ni estruc- turas de muro pinion dispuestos horizontalmente ya que no poseen la resistencia estructural para poder soportar a un trabajador con seguridad con orientaci6n horizontal. Evalgacion de F►eligros de TJrabaj jos en Si#ios Especificos La protecci6n contra caldas y las medidas de seguridad son especificas para cada sitid de trabajo o edifrcio. El metodo apropfado para la proteccion contra caldas de- bera determinarse siguiendo una evaluation de peligros en e/ trabajo (JHA) espec/ficos, realizados por una per- sona que este calificada (1) que pueda disenar, instalar y utilizar sistemas de protecci6n para caldas, y que este autorizada pare conegir cualquier problema. La JHA tiene el prop6sito de ayudar en la detecci6n de riesgos e idendficarla forma menos peligrosa para instalar entra- mados para un trabajo en particular. Los peligros sobre de caidas identificados en la JHA seran tratadds con metodos convencionales cuando sea posible como, por ejemplo: rampas de protecci6n, andamiaje, redes de seguridad, sistema de protecci6n personal Para detenci6n de caidas o plataformas de agarre. Los empleadds deberan considerar si es seguro disenar e instalar una plataforma/sistema de trabajo seguro alrededor de un peligro. !ADVERTENCIA! Todas las soluciones de proteccion contra caidas vienen con sus propios peligros durante el use gMUM609 La solucon de peligros para la protecci6n contra caidas puede ser obvia, pero deberan consider - arse otros peligros al al elegir Ids sistemas de protecci6n contra caidas apropiados para un sitio especifico. Esto incluye: 1. peligros de caracter electrico, como 1/neas de conduc- ci6n electrica; 2. peligros de objetos lanzados violentamente por el use de engrapadoras neumaticas tipo pistola; 3. peligros de tropiezos por cables y matedales de apunta lamiento, y, 4. peligros de niveles bajos, como un apuntalamiento de pared, contra to que no protegen los sistemas de protecci6n contra caidas. aCSO-1311$a MWARV sHME Irr�L� CsaROV19CYGO 7 Ei rReX,5-:$ fall . Protection Equipment Installation e 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. 21 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) A @AUTIOR 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 1'926.500. Guard Rails Use of guardrails 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-91* and BCSI- B2* or sheath trusses, before installing a roof anchor for use 00% as personal fall restraint system.Installation and use must adhere to the Standard requirements in 29 CFR 1926.500. 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. Instalacon de Equpo de Proleccon Confra Cadas � • ' ° ' IPELIGRO! Los entramados individuales por si solos NO estdn -disenados para SOPORTAR equipo de. protec- ci6n contra caidas: El contratista send responsable de los medios de con- strucci6n, los metodos,_las tecnicas, las secuencias, los, procedimientos, los programas y la.seguridad en to que se refiere a recepci6n, a/macenamiento, manejo, insta- laci6n, restricci6n y apuntalamiento de entramados Consulte ANSMASSE Z359.2-2007, Minimum Require- ments for a Comprehensive Managed Fall Protection Program (Requisitos mfnimos para un programa com- pleto de protecci6n contra caidas) si desea informaci6n para el cumplimiento de los requisitos minimos para la inst6laci6n y use de equipo de protecci6n contra caidas. Esta norma se refrere a equipo solamente, y no es apli- cable a la estructura subyacente a la que est6 •acoplado el equipo.(2) A=U0R4f 99 Aunque el equipo por sf mismo puede resistir las fuerzas generadas por la caida de un •tra- bajador, es responsabilidad de una.persona calificada determinar si el sistema estructural del edificio al que se acopla el equipo de protecci6n contra caidas cumple o supers estd regulaci6n tambien. Andamiaje EsM permitido el use de andamiaje interior o exterior como sistema para detenci6n de caidas, pero la insta- laci6n y el use deberd adherirse a los requisitos regula- torios descritos en 29 CFR 1926.500. Rainpas:de Protecc/on Se permite el use de rampas de protecci6n a to largo del perimetro del area de trabajo.como sistema para detenci6n de caidas, pero la instalation y el use de- berdn adherirse a los requisitos de /a regulaci6n que se encuentran en 29 CFR 1926.500. Anelajes de Wado IADVERTENCIAI Apuntale completamente, segun BCSI-B1* y SCSI-B2* o Torre los entramados, antes de instalar un anclaje de tejado para su use como sistema personal de restricci6nde caidas. La instalaci6n y el use deberd adherirse a los requisitos regulatorios que se indican en 29 CFR 1926.500. IADVERTENCIA! S/empr'e es mds seguro forrar una secci6n (por ejemplo, 3 o mds entra- mados) del sistema de tejado antes de instalar un anclaje de tejado para use como sistema personal de restricci6n de caidas. La lnsta/aci6n y el use deberd adherirse a los requisitos regulatorios que se indi- can en 29 CFR 1926.500. (SCS9-131013 SanRIer 5rAsMT - Alteirnative�Fa11' Protection Plans --Planes "" "` A/ternatilvos de�Proltecc�on. Conitra6Caidas 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 particular worker 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 must apply to suf- ficiently trained and experienced workers (5), and the plan must meet the requirements of 29 CFR 1926.502(k) and be site -specific. The use of alternative measures shall be used in conjunction with conventional fall protection systems (6), and the use of alternative methods shall be as limited as possible. Ground Assembly Pre -assemble a truss system on the ground. Fully laterally restrain and diagonally brace, per BCSI-B1 * and BCSI-B2,* the bottom chord and web member planes .Completely brace, per BCSI-Ell* and BCSI-B2,* or sheath the top chord plane, for adequate stabil- ity. Lift and set in place. This pre -assembled section may then be used as an attachment point for personal fall restraint anchorage. Definklons (1) Under 29 CFR 1926:503(a)(2), a qualified person is one who should have knowledge, and be able to provide training to others, in the following areas: "the nature of fall hazards In the work area; the correct procedures for erecting, maintaining, disassembling, and Inspecting the fall protection systems to be used; the use and operation of guardrail systems, personal fall arrest systems, safety net systems, warning line systems, safety 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 and storage of equipment and materials and the erection of overhead protection; and, the role of employees in fall protection plans." (2) Commentary E5.4.2.2 ofANSI/ASSE Z359.2-2007 states, "The impact of fall forces on beams, columns and their supports other than anchorages are not addressed by this standard." (3) Under 29 CFR 1926.500(b), infeasible means "that it is impossible to perform the construction work using a conventional fall protection system (i.e., guardrail system, safety net system, or personal fall arrest system) or that it is technologically impossible to use any one of these systems to provide fall protection." (4) 29 CFR 1926.501(b)(2)(1) states, "there is a presumption that it is feasible and will not create a greater hazard to implement at least one of the [listed] fall protection systems. Accordingly, the employer has the burden of establishing that it is appropriate to implement a fall protection plan which complies with 1926.502(k) for a particular workplace situation, in lieu of implementing any of those systems." (5) 29 CFR 1926.503(a)(1) states, "the employer program shall enable each employee to recognize the hazards of falling and shall train each employee in the procedures to be followed in order to minimize these hazards. (6) Under 29 CFR 1926.500(b), conventional fall protection systems are: "guardrail system, safety net system, or personal fall arrest system." DespuCs de realizar una evaluaci6n JHA, si la persona cali- ficada es capaz de demostrar que /as medidas convencionales de protecci6n contra caldas son irrealizables (3) o presentan un. mayor peligro (4) para un trabajador en particular o /a cuadrilla entera, tin empleador puede implementar un plan de protecci6n contra caidas alternative por escrito en cumplimiento con 29 CFR 1926.501(b)(13) para protecci6n contra caidas en construccOn residencial. Las medidas alternativas del plan de protecci6n contra caldas deberen aplicarse a trabajadores suffcientemente capacitados y expenmentados (5), y el plan debere cumplir Ids requisitos de 29 CFR 1926.502(k) y ser especificas para cada sitio. El use de medidas altemativas se utilizare en conjuncion con sistemas de protecci6n contra caidas (6), y el use de m6todos alternativos sere /o mes limitado posible. Monitaie en el ferreno Realice el montaje previo de un sistema de entramado en e/ terreno. Restrinja lateralmente por completo y apunta/e diago- nalmente la cuerda inferior y los plans de la pieza de enrejado segOn BCSI-B1 * y BCSI-B2.*Apuntale completamente, segtin BCSI-B1 * y BCSI-B2,*o forre el piano de la cuerda superior, para conseguir la estabilidad adecuada. A/ce y establezca en su lugar. Esta secci6n previamente montada puede utilizarse enton- ces como un punto de acoplamiento para anclaje de restriccOn personal contra caidas. Definitions (1) Bajo 29 CFR 1926.503(a)(2), una persona calificada es aquella que debe tener conocimientos y apbtud para proporcionar capacitacl6n a otros, en las areas siguientes: la naturaleza de los peligros de calda en el area de trabajo; los procedimientos correctos para levantar, mantener, desmontar a inspeccionar Jos sistemas de protecci6n contra caldas a utilizarse; el use y la operaci6n de sistemas de rampas de protecci6n, sistemas personales para detenci6n de caldas, sistemas de redes de seguridad, sistemas de llneas de advertencias, sistemas de monitoreo de seguridad, zonas de acceso con ad y otra protecci6n a utilizarse; la funcibn de coda empleado en el sistema de monitoreo de seguridad cuando se utilJce este sistema; las IJmitaciones sobre el use de equipos mecenicos durante la realizaci6n de trabajo en tejados de baja pendJ- ente; los procedlmientos con ectos para el manejo y almacenamiento de equipo y matenales, y la construcc�6n de protection superior, y la func-On de Jos empleados en planes de protecci6n contra caldas" (2) El comenfario E5.4.2.2 de ANSI/ASSE Z359.2-2007 establece, EI impacto de las fuerzas de calda sobre vigas, columns y sus soportes ue no Sean anclajes no se tratan en esta norma". 3) Segiin 29 CFR 1926.500(b), i►realizable signifIca que es imposible levar a Cabo el trabajo de construccidn usando un sistema conventional de protecci6n contra caldas (por ejemplo, sistemas de rampas de protec- ci6n, sistema de red de seguridad o sistema de protecci6n personal para detenci6n de caldas), o que es tecnol6gicamente imposible usar cualqui- era de estos sistemas para proporcfonar protecci6n contra caldas". (4) 29 CFR 1926.501(b)(2)(1) establece que, hay una suposici6n de que es realizable y que no se create un peligro mayoral implementar al menos uno de I sistemas de protecci6n contra caldas (Jndicados]. Por consiguiente, el empleador tfene la responsabilidad de establecer que es apropiado implementar un plan de protecci6n contra caldas que se adhiera a 1926.502(k) para una situaci6n particular en el lugar de irabajo, en lugar de implementar cualquiera de esos sistemas". (5) 29 CFR 1926.503(a)(1) establece que el programa del empleador perniitire a cada empleado poder reconocer Jos peligros de caldas y ca- pacitare a cada empleado en los procedimlentos a seguir para minimizar estos peligros". (6) SegOn 29 CFR 1926.500(b), los sistemas convencionales de protec- c16n contra caldas son: "sistema de rampas de protecci6n, sistema de red de seguridad o sistema de protection personal para detenci6n de caldas". *Contact the component manufacturer for more Information or consult a Professional Engineer for assistance. ry To view a non -printing PDF of this document, visit sbcindustry.com/b11. sac „;Tin This document summarizes the information provided in Section B11 c the or H Edition of Building Component Safety Information BCSI - Guide to Good Practice for Handling, t WOOD TRUSS COUNCIL Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright TRUSS PLATE INSTITUTE © 2004-2015 Structural Building Components Association and Truss Plate Institute. 218 North lee Street, Ste. 312 6300 Enterprise Lane • Madison, wl 63719 All Rights Reserved. This guide or any part thereof may not be reproduced In any form Alexandria, VA 22314 608-274-4849 • sbcindustry.com without the written permission of the publishers. Printed in the United States of America. 703-683-1010 • tpinst.org 13iCS11-VTO SUDC3JfiZ`JARV SHISISTr BCSI-137: Temporary & Permanent Restraint/Bracing for Parallel Chord Trusses STRONOBACKING (PROVISIONS St-ongbackingis intended to enhance the performance of the truss by helping to limit differential deflection between adjacent trusses and to reduce vibration. Strongbacking is generally attached near the bottom of vertical webs or scabs at specified intervals and iocdtiuns fiidicaEed un the Truss Design Drawing (TDD). ANSI/ TH 1 provides the following provisions for using strongbacking: Q The Building Designer specifies if strongbacking is re- quired. C Use a minimum 2x6 (nominal) lumber oriented with the depth vertical. 0 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. 10 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. 0 Spacing between strongbacking shall not exceed 101. 0 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 Designer. C� 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". L1 Floor trusses with ceilings attached that meet span/480 live load deflection criteria do not ren�ire stmnnharkinn_ unless required for a specific fire -rated assembly or spec- ified in the Construction Documents. FIGURE B7.12 FIGURE 87-14 © Attach the ends of each row of strongbacks to a wall or an- other secure end restraint. 21 Many 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 BRACING ARE VERY IINIPORTANT! 0 E1O NOT WALK ON UNBRACED TRUSSES FIGURE B7-13 Minimum 2x6 61 'OFF-RIDG-E INS TALLA TION � (] 311 TRUSSES SOLID �,_�1„ 2 �'i00f� i+ iOOOC.00d HOC, y.J00 % � / 1 �,m>XXW.Av%%1100000Vc100DS7D1/ /i�,A 1 I I 2X4 BLOCKING T— QI 11 8 21— 1 1 f1 5 1,1 ❑SB 21-b 411 SHEATHING LAMANC❑ OFF RIDGE VENT FRAMING DETAIL m e.me x:c nrcetrc �e +r e- n�.ne'�;.ai October 25, 2012 STANDARD BOLT TO SCREW ST-4PLY SCREW TRUSS CONNECTION DETAIL MiTek USA, Inc. Page 1 of 1 tea/ as oo � o0 a , MITek USA, Inc. Four ply girder trusses are to be connected together using the nailing or screw schedule provided by Mitek 20/20 software. In addition to the nailing typically specified, 1/2 dia. bolts are sometimes specified throughout certain chords as indicated on the truss -design drawing. In lieu of these bolts, the following wood screws may be used: USP WS6, 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. TREWS 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. I HIP TRUSS BLOCKING REQUIREMENTS Fs & ONE BACK OF HIP TROSS FLA,rrop cuoRD NOTE: NO BLOCKING- IS REQUIZIED ON 4/12 AND BELOW PITCHED ROOFS . '. .: I .H.Bl u . TOE -NAILED CONNECTIONS AT BEARING LOCATIONS 90 DEGREE: ANGE,ESQUARI; CUT Connctim at A Ccrtneclion at C 91i)t YI]?N Mr.F7£.Y (1s;4 l.�x1F v xr;.�F sma Y vlin tn�,r•. rnn smc r..n osot NF.Ax �]]71'. EF -y of 7R SRsi'. t 9a.00• L/3 I Od (0.131" x T) nails m�>rr�+4 • t i-a �rr�r r4ry r+rr a'a .r■� rr-t 45 DEGREE ANGLE 1 SQUARE CUT connection at B xu>a �1:w ;ts4y4, � 1 \ f 3 10d (0.131" x 3") nails CONNECTION VALUES: GRAVITY (3)lOD 320 (3)I6D 355 UPLIFT 385 462 Wind loadnig: Basic, kind speed is 160 NMI UIJ (124 E:xp.3sure camgocy 11 cr C. Oc;c ipanti cate:euty 11 4.8 oLLf lop chord dead load_ 4.2 ;a41' bottom chord dead Iced. 25' soot height. N Rl1•'I2S gable card zone. EncEosedbulldtttg(Cond.[} '. FBCR-10 i'1'1-07,-U(:1:7-10 Dutstion of load is 1.60 OCTOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS ST-REPOW AND DAMAGED OR MISSING CHORD SPLICE -PLATES aalaa 0 00 � o0 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK x INCHES MAXIMUM FORCE (Ibs)15% LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 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: L=(2)X+C 0 V BREAK 3, l�ypl • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY X" MIN 6" 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. THS REPAR S LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. Job Truss Truss Type Oty Pfy 1546 A 31191090 1546 H02 Hip 2 1 I 1 Job Reference (optional) Maronda Homes, Sanford, user Run: t3.42 5 Aug 2b ZUZU I-rmt: t3.bUU S Mar ZZ ZUZI MI IeK mOuStrles, Inc. Mon NOV 1t) 11:Ut5:1Z rage: i^ ID: HhF262JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411 auwxNXzDG34Y01 k0wxyieKH 6-10-8 2 1 6-0-12 5x6= 5x6- 6 7 2 0-10-8 3x5= 3x4= 4x6= 3x4= a 3x4= 4x6= 3x4= 3x5= 9-11-15 9-1-12 Scale = 1:70.9 Plate Offsets (X, Y): [2:0-1-2,Edge], [4:0-3-0,Edge], [9:0-3-0,Edge], [11:0-1-2,Edge] 1-15 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 0.69 Vert(LL) 0.39 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.61 16-18 >785 180 BCLL 0.0* Rep Stress Incr YES WB 0.77 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FRC2020ITP12014 Matrix -MR Weight: 191lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-12 oc purlins. BOT CHORD 2x4 SP No.1 D *Except* B2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-3 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=1355/0-7-10, (min. 0-1-8), 11=135510-7-10, (min. 0-1-8) Max Horiz 2=120 (LC 10) Max Uplift 2=-570 (LC 6), 11=-570 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3455/2491, 3-4=-3155/2203, 4-5=-3109/2218, 5-6=-2226/1688, 6-7=-2079/1664, 7-8=-2226/1686, 8-9=-3109/2218, 9-10=-3155/2203, 10-11=-3455/2491 BOTCHORD 2-18=-2242/3255, 17-18=-1734/2663, 16-17=-1734/2663, 15-16=-1207/2079, 14-15=-1734/2663, 13-14=-1734/2663, 11-13=-2242/3255 WEBS 3-18=-371/483, 5-18=-199/601, 5-16=-761/652, 6-16=-313/516, 7-15=-313/516, 8-15=-761/652, 8-13=-199/601, 10-13=-371/483 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 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 570 lb uplift at joint 2 and 570 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A_31191690 1546 H03 Hip 2 1 Job Reference (optional) Maronda Homes, Sanford, user _L -J-0-3-ram Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 1611:08:12 Page: 1 ID:HhF2B2JBE61 KmZsv2lO4NGyPEN7-dpPc37zhKxaoidfgP411 auwySX7TGBBY01 kOwxyleKH -0-10-8 40-8-8 L L 66--2288 5114 71-4 97-0 2-10254122 53347-8 369--21-0 54-122 12 5-10-0 8-0 l I 0-10-8 0-10-8 4�2 4x6 o 1.5x4� 4 3 ST1.5x8 STP 3x4 a 5 5x6= 5x8= 6 7 3x4e 8 4x6o 9 1.5x4a 10 ST1.5xB STP ^11 12 UJ 18 17 16 25 15 14 13 kt__' 3x5- 3x4= 4x6= 3x8= 3x4= 4x6= 3x4= 3x5= L 8-10-14 l 17-1-12 l 22-8-4 I 30-11-2 l 39 10-0 _ _ _ _ _1 8-10-14 B-2-14 5-6-8 8-2-14 8-10-14 Scale = 1:70.8 Plate Offsets (X, Y): [2:0-1-2,Edge], [4:0-3-0,Edge], [7:0-5-4,0-2-8], [9:0-3-0,Edge], [11:0-1-2,Edge] Loading (psf) Spacing 2-0-0 CS' DEFL in (loc) I/deft • Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.26- TC 0.62 Vert(LL) 0.38 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.58 13-15 >826 180 BCLL 0.0' Rep Stress Incr YES 1WB 0.51 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FRC20207rP12014 I Matrix -MR Weight: 194lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 D *Except* B2:2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-4-1 oc bracing. REACTIONS (lb/size) 2=1355/0-7-10, (min. 0-1-8), 11=1355/0-7-10, (min. 0-1-8) Max Horiz 2=-108 (LC 11) Max Uplift 2=-583 (LC 6), 11=-583 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3505/2516, 3-4=-3247/2275, 4-5=-3206/2283, 5-6=-2427/1821, 6-7=-2278/1787, 7-8=-2426/1821, 8-9=-3206/2283, 9-10=-3248/2275, 10-11=-3505/2516 BOT CHORD 2-18=-2273/3304, 17-18=-1828/2782, 16-17=-1828/2782, 16-25=-1373/2278, 15-25=-1373/2278, 14-15=-1828/2783, 13-14=-1828/2783, 11-13=-2273/3304 WEBS 3-18=-327/423, 5-1 8=-1 77/536, 5-16=-632/563, 6-16=-247/539, 7-15=247/539, 8-15=633/564, 8-13=-177/536, 10-13=-327/423 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 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 583 lb uplift at joint 2 and 583 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A_31191096 1546 H04 Hip 2 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 16 11:08:12 Page: T. ID: HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411 auwusXOsG38Y01 k0wxyleKH r; A - 6 _L .L0-3-1;R_— -0-10-8 40-8-8 I I 7-10-14 I 15 0-0 I 19 11-0 I I11_ 0 I 31-11- l 39 10 0 l I 7-1014 7-1-2 411-0 4-11-0 7-1-2 7-10-14 1 1 0-10-8 0-10-8 5x6= 3x4- 5x6= 5 6 7 3x6= 1.5x4n 4x6= 3x8= 3x8= 4x8= _1.5x4n 3x6I = 7-10-14 2 121142 39-10-03 9-68 1 7-10-14 74 7-10-14 1 Scale = 1:70.7 Plate Offsets (X, Y): [2:0-0-6,Edge], [4:0-3-0,Edge], [8:0-3-0,Edge], [10:0-0-6,Edge] Loading (psf) Spacing 2=0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.38 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.70 14-15 >683 180 BCLL 0.0' Rep Stress Incr YES WB 0.83 Horz(CT) 0.15 10 n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MR Weight: 187 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 D WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. REACTIONS (Ib/size) 2=1355/0-7-10, (min. 0-1-8), 1 0=1 355/0-7-10, (min. 0-1-8) Max Horiz 2=96 (LC 10) Max Uplift 2=-594 (LC 6). 10=594 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3440/2427, 3-4=-2670/1915, 4-5=-2661/1934, 5-6=-2497/1908, 6-7=-2497/1908, 7-8=2661/1934, 8-9=-2670/1915, 9-10=-3440/2427 BOTCHORD 2-17=-2169/3231, 16-17=-2169/3231, 15-16=-2169/3231, 15-24=-1647/2585, 24-25=-1647/2586, 14-25=-1647/2585, 13-14=-2169/3231, 12-13=-2169/3231, 10-12=-2169/3231 WEBS 3-17=01294, 3-15=-806/678, 5-15=-240/598, 6-15=-279/174, 6-14=-279/174, 7-14=-240/598, 9-14=-806/678, 9-12=0/294 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 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 594 lb uplift at joint 2 and 594 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Pty 1546 A 31191096 1546 H05 Hip 2 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 16 11:08:12 Page: 1 ID:HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411 auww3XyVG88Y01 kOwxyleKH -0-10-8 40-8-8 6-10-14 13-0-0 19-11-0 26-10-0 32-111 39-110 6-10-14 6-1-2 6-11-0 . 6-11-0 6-1-2 6-10-14 0-10-8 0-10-8 5x8= t0 4 1.6x4n 5X8= 5 6 3x6- I.W ti 3x4= Us= 4x6= 1.5x4 n 3x6 4x6= 3x4= 6-10-14 131-12 19-11-0 26-8-4 32-11-2 39-10-0 6-10-14 6-2-14 6 9 4 6-9-4 6-2-14 6-10-14 Scale = 1:70.6 Plate Offsets (X, Y): [2:0-0-6,Edge], [4:0-5-4,0-2-8], [6:0-5-4,0-2-8], [8:0-0-6,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) "de'. Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL • 1.25 TC 0.71 Vert(LL) 0.47 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1 1.25 BC 0.95 Vert(CT) .0.68 13-15 >708 180 BCLL 0.0* Rep Stress Incr YES WB 0.51 Horz(CT) 0.19 8 n/a n/a [Weight: BCDL 10.0 Code FRC2020ITP12014 Matrix -MR 189 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) 2=1356/0-7-10, (min. 0-1-10), 8=1365/0-7-10, (min. 0-1-10) Max Horiz 2=84 (LC 10) Max Uplift 2=-604 (LC 6), 8=-604 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3496/2458, 3.4=-2861/2074, 4-5=-3047/2288, 5-6=-3047/2288, 6-7=-2861/2074, 7-8=-3496/2458 BOTCHORD 2-16=-2209/3289, 15-16=-2209/3289, 14-15=-170912684, 13-14=-1709/2684, 12-13=-1709/2684, 11-12=-1709/2684, 10-11=-2209/3289, 8-10=-2209/3289 WEBS 3-16=0/260, 3-15=-663/538, 4-15=-112/453, 4-13=-302/570, 5-13=-334/408, 6-13=-302/570, 6-11=-112/453, 7-11=-663/538, 7-10=0/260 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 604 lb uplift at joint 2 and 604 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546A_31191090 1546 H06 Hip 2 1 I Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 16 11:08:13 Page: 1„ ID:HhF2B2JBE61 KmZsv2lO4NGyPEN7-dpPc37zhKxaoidfgP411 auwxgXyyG5yY01 kOwxyleKH -0-1 o-a I I -2-8 -6-11-5 22-10-11 281050 34--97--89 I 369--1-08 aoI -s-Ia 66-2 4-98 5-11 2 I 0-10-8 0-10-8 5x6= 3x4= 4x6= 3x4= 5x6- 3x8= 1.5x4n 3x8= 4x6= 3x4= 4x6= 3x8= 1.5x4n 3x8= 6-2-8 11-1-12 19-11-0 28-8-4 33-7-9 39-10-0 6-2-8 4-11-4 8-9-4 8-9-4 4-11-4 6-2-8 Scale = 1:70.6 Plate Offsets (X, Y): [2:0-0-2,Edge], [6:0-3-0,Edge], [10:0-0-2,Edge] 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 0.66 Vert(LL) 0.53 15 >909 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.78 15-17 >611 180 BCLL 0.0* Rep Stress Incr YES WB 0.65 Horz(CT) 0.19 10 n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix -MR Weight: 187lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2:2x4 SP No.1 D WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) 2=1355/0-7-10, (min. 0-1-10), 1 0=1 355/0-7-10, (min. 0-1-10) Max Horiz 2=72 (LC 10) Max Uplift 2=-613 (LC 6), 10=-613 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-3523/2481, 34=-3052/2189, 4-5=-2891/2140, 5-6=-3543/2552, 6-7=-3543/2552, 7-8=-2891/2140, 8-9=-3052/2189, 9-10=-3523/2481 BOT CHORD 2-18=-2237/3316, 17-18=-2237/3316, 16-17=-2319/3468, 15-16=-2319/3468, 14-15=-2319/3468, 13-14=-2319/3468, 12-13=-2237/3316,10-12=-2237/3316 WEBS 3-17=495/425, 4-17=-378/709, 5-17=-783/544, 7-13=-783/544, 8-13=-378/709, 9-13=-495/425 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss.to bearing plate capable of withstanding 613 lb uplift at joint 2 and 613 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 1546 A 3110690 1546 H07 Hip 2 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.428 Aug 252020 Print: 8.500 S Mar 222021 MiTek Industries, Inc. Mon Nov 16 11:08 13 rage: 1 ID:HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoldlgP411 auwuPXOiG1 Ol kOwxyleKH -0-10-8 40-8-8 4-10-14 9-0-0 16-3-15 23-6-1 30-10-0 34-11-2 39-10-0 4-10-14 4-1-2 7-3-15 7-2-3 7-3-15 4-1-2 4-10-14 0-10-8 0-10-8 5x8= 3x4= 4x6- 1.5x4u 5x8= 4P 4 5 6 7 8 Lo M n r5 8 M c� 3-= 1 P ��J job, . �j� 17 16 15 14 13 12 3 4= 4x6= 3 5= 3x10= 4x6- 3x4= 4x6= x x 4x6- 9-1-12 16�-15 23-6-1 30-8-4 39-10-0 9-1-12 7-2-3 7-2-3 7-2-3 9-1-12 Scale=1:70.5 Plate Offsets (X, Y): [2:0-1-10,Edge], [4:0-5-4,0-2-8], [6:0-3-0,Edge], [8:0-54,0-2-8], [10:0-1-10,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl. Ud PLATES GRIP TCLL (root) 16.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.68 14-15 >701 24dO MT20 2441190 TCDL 7.0 Lumber DOL 1,Code 1.25 BC 0.68 Vert(CT) -0.96 14-15 >496 180 BCLL 0.0' Rep Stress Incr YES WB 0.93 Horz(C.T) 0.17 10 n/a n/a BCDL 10.0 FRC2020/TP12014 Matrix -MR Weight: 186 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 D WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. REACTIONS (lb/size) 2=1355/0-7-10, (min. 0-1-8), 10=1355/0-7-10, (min. 0-1-8) Max Horiz 2=60 (LC 10) Max Uplift 2=-620 (LC 6), 10=-620 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3541/2556, 3-4=-3280/2322, 4-5=-4243/3088, 5-6=-4239/3084, 6-7=-4239/3084, 7-8=4239/3084, 8-9=-3281/2323, 9-10=-3541/2556 BOT CHORD 2-17=-2319/3342, 16-17=-2025/3103, 15-16=-2025/3103, 14-15=-2854/4243, 13-14=-2026/3104, 12-13=2026/3104, 10-12=-2319/3342 WEBS 3-17=-274/313, 4-17=-14/389, 4-15=-897/1328, 5-15=-372/428, 7-14=-340/427, 8-14=-891/1323, 8-12=-15/390, 9-12=-272/312 - 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip. DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 620 lb uplift at joint 2 and 620 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A31191096 1546 H09 Hip 2 1 1 Job Reference (optional) Maronda Homes, Sanford, user N_ O (G co —1-0-343-- Run: 8.42 S Aug 252020 Print: 8.500 S Mar 222021 MiTek Industries, Inc. Mon Nov 16 11:05:13 Page: 1, ID:HhF282JBE61KmZsv2104NGyPEN7-dpPc37zhKxacidfgP411auwxq) gG5AY01k0wxyleKH -0-10-8 40-8-8 I I 6 7-5 124-915 18-2-8 217-8 275133-2-11 3910 6-7-5 5-9-3--0 9 -9-9 6-7I 1l 0-10-8 5 9-9 5-9 5 �0-10-8 [ 2[ 11 5x6= 5x6= 6 7 3x5= 3x4= 4x6= 3x4= 3x4= 4x6= 3x4= 3x5= 9-6-2 18-4-4 21-5-12 30-3-14 39-10-0 9-6-2 8-10-2 3 1-8 8-10-2 i 9-6-2 Scale = 1:70.9 Plate Offsets (X, Y): [2:0-1-2,Edge], [4:0-3-0,Edge], [9:0-3-0,Edge], [11:0-1-2,Edge] Loading (psf) Spacing 2-0-0 CS' DEFL in (loc) I/deft Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.44 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.69 16-18 >690 180 BCLL 0.0" Rep Stress Incr YES WB 0.70 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix -MR Weight: 187 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 D *Except* B2:2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. REACTIONS (lb/size) 2=1355/0-7-10, (min. 0-1-8), 11=1355/0-7-10, (min. 0-1-8) Max Horiz 2=-116 (LC 11) Max Uplift 2=-576 (LC 6), 11=-576 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3477/2499, 3-4=-3199/2238, 4-5=-3155/2248, 5-6=-2302/1738, 6-7=-2153/1709, 7-8=-2302/1738, 8-9=-3155/2248, 9-10=3199/2238, 10-11=-3477/2499 BOTCHORD 2-18=-2253/3275, 17-18=-1774/2711, 16-17=-1774/2711, 15-16=-1269/2153, 14-15=-1774/2711, 13-14=-1774/2711, 11-13=-2253/3275 WEBS 3-18=347/465, 5-18=-191/582, 5-16=-752/625, 6-16=-292/524, 7-15=-292/524, 8-15=-752/625, 8-13=-191/582, 10-13=-347/455 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 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 576 lb uplift at joint 2 and 576 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 Pi_31191090 1546 H10 Hip 2 1 Job Reference (optional) Maronda Homes, Sanford, user o C4 to J_ -1-0-3-Ta_- 0-10-8 ST1.5x8 STP 1 V 3x4 o 5 Run: 8.42 5 Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 1511:05:13 page: 1 ID:HhF2B2JBE61KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411auwxg) gG90Y01kOwxyleKH 5x6= 6 7-5-0 5x8= 7 H514 . 3x4a 8 5x6 NB a 9 1.5x4o ._ 10 40-8-8 ST1.5x8 STP 12 P1l 18 17 16 25 15 14 13 0A 3x6- 3x4- 4x6= 3x8= 3x4= 4x6= 3x4= 3x5= 8-6-2 23-5-12 1-3014 39-10-0 8-6-2 6 7-1-8 1-1 72 2 I ) 8-6-2 Scale = 1:70.8 Plate Offsets (X, Y): [2:0-0-6,Edge], [4:0-3-0,Edge], [7:0-5-1,0-2-8], [9:0-3-0,Edge], [11:0-1-2,Edge] Loading (psf) Spacing 24" CS' DEFL in (loc) I/deft L/d PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.38 15-16 >999 240 MT20 244/190 TCDL 7.0 1 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.57 15-16 >840 180 BCLL 0.0' Rep Stress Incr YES WB 0.39 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 1 Code FRC2020/TP12014 Matrix -MR Weight: 194 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 D *Except* B2:2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-3 oc bracing. WEBS 1 Row at midpt 7-16 REACTIONS (lb/size) 2=1355/0-7-10, (min. 0-1-8), 11 =1 355/0-7-10, (min. 0-1-8) Max Horiz 2=104 (LC 10) Max Uplift 2=-588 (LC 6), 11=-588 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3527/2535, 3-4=-3274/2295, 4-5=-3232/2303, 5-6=-2513/1879, 6-7=-2369/1842, 7-8=-2513/1879, 8-9=3232/2303, 9-10=-3275/2295, 10-11=-3527/2535 BOT CHORD 2-18=-2294/3326, 17-18=-1840/2800, 16-17=-1840/2800, 16-25=-1447/2368, 15-25=-1447/2368, 14-1 5=-1 840/2800, 13-14=-1840/2800, 11-13=-2294/3326 WEBS 3-18=-324/422, 5-18=-188/513, 5-16=-558/501, 6-16=-217/552, 7-15=-217/552, 8-15=-559/501, 8-13=-188/513, 10-13=-324/422 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) and C-C Interior (1) zone;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 1-00-00 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 588 lb uplift at joint 2 and 588 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A_91191090 1546 H11 Hip 2 1 I I Job Reference (optional) Maronda Homes, Sanford, user Run: 8.428 Aug 25 202O Pnnt: 8.5UU S Mar 22 2U21 MI IeK Intlustries, Inc. Mon NOV 16 11:U9:13 Yage: 1, ID:HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411auwveXxsG5TY01kOwxyleKH 7-6-2 0-10-8 1 5-8-8 1 5-8-8 1 6-8-6 5x8= 1.5x4a 5x8- 4 5 6 40-8-8 3x6= 1.5x4n 5x8= 3x8- 5x8= 1.5x4u l 7 __ -2 3x6l = -2 14-4 5-12 32-3-14 379-10-0 6 5 -676-2 5-62 5-6-12 6-10 I Scale = 1:70.7 Plate Offsets (X, Y): [2:0-0-6,Edge], [4:0-5-4,0-2-8], [6:0-5-4,0-2-8], [8:0-0-6,Edge], [11:0-3-12,0-3-0], [13:0-3-12,0-3-0] 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 0.80 Vert(LL) 0.44 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.63 12-13 >765 180 BCLL 0.0" Rep Stress Incr YES WB 0.68 Horz(CT) 0.19 8 n/a n/a BCDL 10.0 Code FRC2020ITP12014 Matrix -MR Weight: 192 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=1355/0-7-10, (min. 0-1-10), 8=1356/0-7-10, (min. 0-1-10) Max Horiz 2=-91 (LC 15) Max Uplift 2=-598 (LC 6). 8=-598 (LC 7) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3465/2439, 3-4=-2761/2008, 4-5=-2769/2103, 5-6=-2769/2103, 6-7=-2761/2008, 7-8=-3465/2439 BOT CHORD 2-14=-2185/3257, 13-14=-2185/3257, 12-13=-1611/2554, 11-12=-1611/2554, 10-11=-2185/3257, 8-10=-2185/3257 WEBS 3-14=0/288, 3-13=-743/610, 4-13=-146/465, 4-12=-183/427, 5-12=-263/305, 6-12=-183/427, 6-11=-146/465, 7-11 =-743/610, 7-1 0=0/288 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) and C-C Interior (1) zone;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 1-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 lb uplift at joint 2 and 598 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 1546 A_31191090 1546 H12 Hip 2 1 I 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 16 11:08:13 Page: 1 ID:HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411 auwu1 XyoGBHY01 kOwxyleKH -0-10-8 40-8-8 I l 6 6 2 l 12-2-8 I 19-11-0 l 27-7-8 L 33-3-14 l 39-10-0 l l 6.6-2 5-8 6 7-8-8 7-B-8 5-8-6 6-6-2 1 1 0-10-8 0-10-8 MT20HS 5x10 = 12 4 1.5x4o MT20HS 5x10 = 5 6 3x8= 1.5x4u 3x4= 4x6= 3x8= 4x6- 3x4= 1.5x4n 3x8 _ l 6 6-2 l 12 4 4 1 19-11-0 i 27-5-12 [ 33-3-14 i 39-10-0 l 6-6-2 510-2 r 7-6-12 7-6-12 5-10-2 1 6-6-2 1 Scale = 1:70.6 Plate Offsets (X, Y): [2:0-0-2,Edge], [4:0-64,0-2-4], [6:0-6-4,0-2-41, [8:0-0-2,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 0.84 Vert(LL) 0.50 13 >960 240 MT20HS 187/143 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.73 13-15 >658 180 MT20 244/190 BCLL 0.0' Rep Stress Incr YES WB 0.50 Horz(CT) 0.19 8 n/a n/a BCDL 10.0 Code FRC2020f P12014 Matrix -MR Weight: 188 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS (Ib/size) 2=1355/0-7-10, (min. 0-1-10), 8=1355/0-7-10, (min. 0-1-10) Max Horiz 2=-79 (LC 11) Max Uplift 2=-608 (LC 6), 8=-608 (LC 7) FORCES Qbb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3513/2469, 34=-2946/2129,4-5=-3261/2430, 5-6=-3261/2430,6-7=-2946/2129, 7-8=-3513/2469 BOTCHORD 2-16=-2223/3305, 15-16=-2223/3305, 14-15=-1777/2771, 13-14=-1777/2771, 12-13=-177712771, 11-12=-177712771, 10-11=-2223/3305, 8-1O=2223/3305 WEBS 3-15=-589/480, 4-15=-91/445, 4-13=-392/694, 5-'13=-376/468, 6-13=-392/694, 6-11 =-91 /445, 7-11=-589/480 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed 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 1-00-00 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 608 lb uplift at joint 2 and 608 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 1646 A_31191090 1546 H13 Hip 2 1 I 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 1611:08:13 Page: 1, ID:HhF2B2JBE61KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411auwwkx NG2tY01kOwxyleKH N C Q Cl) -3-M -0-10-8 40-8-8 t l 5-6-2 I 10-2-8 16-8-3 l 23-1-13 i 29-7-8 _L 34-3-14 l 39-10-0 l i 5 6-2 4-8 6 6 5 11 6-5-11 6-5 11 486 5 6 2 1 1 0-10-8 0-10-8 _ 5x6- 3x4= 4x6= 3x4= 5x6= 3x6- 1.6x4n 3x8= 6x6 WB = 3x4= 5x6 WB - 3x8= 1.5x4n 3x6= 5 6 2 10-4-4 19-11-0 29-5-12 34 3 --14 39-10-0 5-6-2 4-10-2 9-6-12 9-6-12 4-10-2 5-6-2 Scale = 1:70.6 Plate Offsets (X, Y): [2:0-0-2,Edge], [6:0-3-0,Edge], [10:0-0-2,Edge] Loading (psf) Spacing 2-0-0 CS' DEFL in (loc) I/deft Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.54 15 >888 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.81 15-17 >592 180 BCLL 0.0* Rep Stress Incr YES WB 0.66 Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code FRC202ofrP12014 Matrix -MR Weight: 188 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 D WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. REACTIONS (lb/size) 2=1355/0-7-10, (min. 0-1-8), 1 0=1 356/0-7-10, (min. 0-1-8) Max Horiz 2=-67 (LC 15) Max Uplift 2=-616 (LC 6), 10=-616 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3555/2505, 3-4=-3145/2238, 4-5=-2986/2189, 5-6=-3817/2720, 6-7=-3817/2720, 7-8=-2986/2189, 8-9=-3145/2238, 9-10=-3555/2505 BOT CHORD 2-18=-2268/3348, 17-18=-2268/3348, 16-17=-2518/3723, 15-16=-2518/3723, 14-15=-2518/3723, 13-14=-2518/3723, 12-13=-2268/3348,10-12=-2268/3348 WEBS 3-17=-425/381, 4-17=-371f730, 5-17=-936/671, 5-15=0/278, 7-15=0/278, 7-13=-936/671, 8-13=-371f730, 9-13=-425/381 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 616 lb uplift at joint 2 and 616 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Oty Pfy 1546 H14 Hip 2 I 1 I 11546A3fl91090 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 16 11:08:13 Page: 1 ID:HhF2B2JBE61 KmZsv2lO4NGyPEN7•dpPc37zhKxaoidfgP411 auwwuXxsGAJY01 kOwxyleKH -0-10-8 40-8-8 l l 4-7-6 t 8-2-8 l 16-0-12 l 23-9-4 l 31-7-8 35 2-10 39-10- L` 4-7-6 3-7-2 7-10-4 7-8-8 7-10-4 3-7-2 4-7-6 —1 0-10-8 0-10-8 12 MT20HS 5x10 - 3x4= 4x6= 1.5x4n MT20HS SAO - 44 5 6 7 8 1.5x4e 1.5x4,o 4 3 2 9 `7 ST1.5x8 STP ST1.5x8 STP 2 10 11 17 16 15 14 13 12 3x8= 3x4= 4x6- 3x6- 4x8- 4x6- 3x4= 3x8 _ t 8-44 t 16-0-12 l 23-9-4 l 31-512 39-10-0 8.4-4 7-B-8 7-6-8 7-8-8 8-4-4 Scale=1:70.5 Plate Offsets (X, Y): [2:0-0-6,Edge], (4:0-6-4,0-2-4), [6:0.3-0,Edge], [8:0-6-4,0-2-4], [10:0-0-2,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 0.72 Vert(LL) 0.74 14-15 >646 240 MT20HS 187/143 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -1.04 14-15 >458 180 MT20 244/190 BCLL 0.0 ` Rep Stress Incr YES WB 0.37 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FRC202o/TPI2014 Matrix -MR Weight: 184lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 `Except' T2,T3:2x4 SP NoA D TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 "Except" B2:2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: WEBS 2x4 SP No.2 3-8-12 oc bracing: 14-15. REACTIONS Ib/ iz 2-1355/0 7 10 in 0 1 10) 10-1355/0 7 10 min 0 1 10) WEBS 1 Row at midpt 4-15, 5-14, 8-14 Max Horiz 2=55 (LC 10) Max Uplift 2=-622 (LC 6), 10=-622 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3554/2545, 3-4=-3354/2379, 4-5=-4638/3355, 5-6=-4637/3354, 6-7=-4637/3354, 7-8=-4637/3354, 8-9=-3354/2379, 9-10=-3554/2545 BOTCHORD 2-17=2310/3352, 15-17=-2096/3186, 15-16=-2096/3186, 14A5=-3138/4638, 13-14=-2096/3187, 12-13=-2096/3187, 10-12=-2310/3352 WEBS 4-17=0/366, 4-15=-1105/1628, 5-15=-391/462, 7-14=-365/462, 8-14=-1103/1627, 8-12=0/366 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=151t; Cat. 11; Exp C; Enclosed; MWFRS (envelope) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed 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 1-00-00 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 622 lb uplift at joint 2 and 622 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1646 A 3119i090 1546 H15 Hip 2 1 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8,500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 1611:08:13 Page: 1, ID: HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411 auwyJXOsG7fY01 kOwxyleKH N_ "3"t+ O N N � — � -0-10-8 40-8-8 l l 6-2-8 I 10-1.0 I 15-4-12 I 19-11-0 _ ( 24-5-4 [ 28-11-8 l 33-7-8 l 39-10-0 I l 6-2-8 4-8-0 4-6-4 4-6-4 4-6-4 4-6-4 4-8 0 1 6-2-8 > > 0 10-8 0-10-8 MT20HS 10x10= 4 3 ST1.5x8 STP 8x10- 6 MT20HS 10x10 - 0 20 19 18 17 16 15 14 13 12 �1 2x4o MT20HS 5x10 = 4x8= MT20HS 5x10 = 2x4n 6-4-4 1 10-10-8 15-4-12 19-11-0 24-5-4 28-11-8 3rJ2 39-10-0 6-4-4 4-6 4 4-6-4 4-6-4 4-6-4 4-6 4 4-6 4 6 4 4 Scale = 1:70.5 Plate Offsets (X, Y):[3:0-4-4,0-4-12], [6:0-5-0,0-4-8], [9:0-4-4,0-4-12] STP � 11 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 0.63 Vert(LL) 0.84 16 >569 240 MT20HS 187/143 TCDL 7.0 Lumber L 1.25 BC 0.67 Vert(CT) -1.14 16 >420 180 MT20 244/190 BCLL 0.0* Rep StDO ress Incr YES WB 0.54 Horz(CT) 0.16 10 n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MR Weight: 236 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 *Except* T2:2x6 SP No.1 D BOT CHORD 2x6 SP No.1 D WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. REACTIONS (lb/size) 2=1355/0-7-10, (min. 0-1-8). 1 0=1 355/0-7-10, (min. 0-1-8) Max Horiz 2=43 (LC 14) Max Uplift 2=-627 (LC 6), 10=-627 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3678/2591, 3-4=-5265/3762, 4-5=-6319/4506, 5-6=-6651/4736, 6-7=-6651/4736, 7-8=-6319/4506, 8-9=-5265/3762, 9-10=-3678/2591 BOTCHORD 2-20=-2340/3468, 19-20=-2341/3483, 18-19=-3593/5263, 17-18=-3593/5263, 16-17=-4340/6319, 15-16=-4340/6319, 14-15=-3593/5263, 13-14=-3593/5263, 12-13=-2341/3483, 10-12=-2340/3468 WEBS 3-20=-1 1 /282, 3-19=-1364/2034, 4-19=-740/615, 4-17=-813/1173, 5-17=-368/371, 5-16=-250/402, 6-16=-202/257, 7-16=-250/402, 7-15=-368/371, 8-15=-813/1173, 8-13=-740/615, 9-13=-136412034, 9-12=-111282 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 46 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 627 lb uplift at joint 2 and 627 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A 31191090 1546 H22 I Hip 2 1 Job Reference (optional) Maronda Homes, Sanford, user 3x8- Scale = 1:40.9 Plate Offsets (X, Y): [2:0-8-10,0-0-12], [7:0-8-10,0-0-12] Kun: t1.4Z J Aug zo zvev 1-nm: mouu o mar"zuz t ml lex Inuubu=, Inc. iviviI ncry to 1 I:V0. 14 rayn. , ID:HhF2B2JBE61KmZsi2l04NGyPEN7-dpPc37zhKxaoidfgP411auw fX?FGEEY01kOwxyleKH 5.4-4 .1 3-6-4 1 2-3-0 4x6= 4x6= 412 4 5 3x4= 4x6= 3x4= 3-6-4 5-4-4 3x8- 9-0-4 L 10-11-12 L _20-0-0 L 9-0-4 1-11-8 9-0-4 8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ltd] PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.14 11-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.31 11-14 >762 180 BCLL 0.0* Rep Stress Incr YES WB 0.12 Horz(CT) 0.04 7 n/a n/a I BCDL 10.0 Code FRC2020/TPI2014 Matrix -MR Weight: 84 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-10 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=700/0-7-10, (min. 0-1-8), 7=700/0-7-10, (min. 0-1-8) Max Horiz 2=59 (LC 10) Max Uplift 2=-320 (LC 6), 7=320 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1523/1132, 34=-1208/857, 4-5=-1126/852, 5-6=-1208/857, 6-7=-1523/1132 BOTCHORD 2-11=-969/1434, 10-11=-620/1126, 9-10=-620/1126, 7-9=-969/1434 WEBS 3-11=-387/388, 4-11=-105/298, 5-9=-105/298, 6-9=-387/388 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 lb uplift at joint 2 and 320 lb uplift at joint 7. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A 31191090 1546 H23 Hip 2 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 1611:08:14 Page: 1,, ID: HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411 auw_KX17GEXYOl kOwxyleKH 12 4x9= 6-0-0 5x6= 7-0-0 4r 2 C? u' 1 N N 2 5 0-3-1 1 B1 B1 9 8 7 3x4= Scale = 1:40.9 Plate Offsets (X, Y): [3:0-5-4,0-2-0] 1.5x4n 3x4= 3x4= 7-1-12 12-10-4 20-0-0 7-1-12 5-8-8 7-1-12 3x4 = Loading (psf) Spacing 2-0-0 CS' DEFL in (loc) 1/defl Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.13 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.19 9-12 >999 180 BCLL 0.0" Rep Stress Incr YES WB 0.10 Horc(CT) 0.04 5 n/a n/a I BCDL 10.0 Code FRC2020ITP12014 Matrix -MR Weight: 78 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS (Ib/size) 2=700/0-7-10, (min. 0-1-8), 5=700/0-7-10, (min. 0-1-8) Max Horiz 2=-48 (LC 15) Max Uplift 2=-330 (LC 6), 5=330 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1461/1023, 3-4=-1369/1033, 4-5=-1461/1022 BOT CHORD 2-9=-847/1360, 8-9=-844/1369, 7-8=-844/1369, 5-7=846/1360 WEBS 3-9=0/263, 4-7=0/263 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 lb uplift at joint 2 and 330 lb uplift at joint 5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546A 31191090 1546 HGR08 Hip Girder I 2 2 I I Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 222021 MiTek Industries, Inc. Mon Nov 16 Yl:08:14 rage: i ID: HhF2B2JBE61 KmZsv2lO4NGyPEN7-9crEsnz3adSx4U4erMmo2gNpC7ewXi_PnN?rNVyleKI -0-10-8 40-8-8 7-0-0 11 4-13 15-7-15 19-11-0 24-2-1 28-5-3 32-10-0 39-10-0 CIA 0-8 7-0-0 4-4-13 4-3-1 4-3 1 4-3-1 4_ _I 4-4-13 7"0"0 0-10-8 MT20HS 6xl0 = 4�2 %-� ST1.5x8 STP 8x10= MT20HS 6x10 = 1 6 31 32 733 34 835 36 9 ST1.5x8 STP 011 E t1 20 37 389 39 18 4017 41 42 16 43 44 1545 14 46 137 48 12 ►� 2x4n MT20HS 5x10 = 4x8= MT20HS 5x10 = 2x4n I 7-1-12 l 11-4-13 1 15-7.15 t 19-11-0 I 24-2-1 _ [ _ _ 28-5-3 I 32-8-4 I 39-10-0 l 7-1-12 4 3-1 4-3-1 4-3-1 4-3-1 4-3-1 4-3-1 1 7-1-12 1 Scale = 1:70.5 Plate Offsets (X, Y):[2:0-4-6,0-0-1],[3:0-3-0,0-3-8],[6:0-5-0,0-4-8],[9:0-3-0,0-3-8],[10:0-4-6,0-0-1] 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 0.46 Ve it 1.12 16 >426 240 MT20HS 187/143 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -1.08 16 >443 180 MT20 244/190 BCLL 0.0' Rep Stress Incr NO WB 0.44 Horz(CT) -0.18 10 n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MR Weight: 470lb FT=20% LUMBER TOP CHORD 2x4 SP No.1 D *Except* T2:2x6 SP No.1 D BOT CHORD 2x6 SP No.1 D WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-2 oc bracing. REACTIONS (lb/size) 2=2918/0-7-10, (min. 0-1-8), 10=2918/0-7-10, (min. 0-1-8) Max Horiz 2=48 (LC 25) Max Uplift 2=-2084 (LC 4). 10=-2084 (LC 5) FORCES (lb) - Max: Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8642/6255, 3-25=-11616/8465, 25-26=-11618/8465, 4-26=-11618/8466, 4-27=-1355919843, 27-28=-13559/9843, 5-28=-13559/9843, 5-29=-14196/10293, 29-30=-14196/10293, 6-30=-14196/10293, 6-31=-14196/10293, 31-32=-14196/10293, 7-32=-14196/10293, 7-33=-13559/9843, 33-34=-13559/9843, 8-34=-13559/9843, 8-35=-11618/8465, 35-36=-11618/8465, 9-36=-11616/8465, 9-10=-8642/6254 BOT CHORD 2-20=-5884/8175, 20-37=-5916/8227, 37-38=-5916/8227, 19-38=-5916/8227, 19-39=-8373/11616, 18-39=8373/11616, 18-40=-8373/11616, 17-40=-8373/11616, 17-41=-9753/13559, 41-42=-9753/13559, 16-42=-9753/13559, 16-43=-9731/13559, 43-44=-9731/13559, 15-44=-9731/13559, 15-45=-8337/11616, 14-45=-8337/11616, 14-46=-8337/11616,13-46=-8337/11616,13-47=-5873/8227,47-48=-5873/8227,12-48=-5873/8227,10-12=-5841/8175 WEBS 3-20=-500/836, 3-19=-2823/3922, 4-19=-1352/1040, 4-17=-157012199, 5-17=-553/478, 5-16=-530/749, 7-16=-531/749, 7-15=-553/478, 8-1 5=-1 570/2199, 8-13=-1352/1040, 9-13=-2823/3922, 9-12=-500/836 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") 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. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) 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); 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) All plates are 4x6 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ,• 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 1-00-00 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2084 lb uplift at joint 2 and 2084 lb uplift at joint 10. Continued on papa 2 Job Truss Truss Type Qty Ply 1546 A_31191090 1546 HGR08 Hip Girder 2 I 2 I I Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 16 11:08:14 Page: 2,, ID:HhF2B2JBE61 KmZsv2104NGyPEN7-9crEsnz3adSx4U4erMmo2gNpC7ewXi_PnN7rNVyleKl 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 108 lb up at 7-0-0, 18 lb down and 40 lb up at 9-0-12, 18. lb down and 40 lb up at 11-0-12, 18 lb down and 40 lb up at 13-0-12, 18 lb down and 40 lb up at 15-0-12, 18 lb down and 40 lb up at 17-0-12, 18 lb down and 40 lb up at 19-0-12, 18 lb down and 40 lb up at 20-9-4, 18 lb down and 40 lb up at 22-9-4, 18 lb down and 40 lb up at 24-9-4, 18 lb down and 40 lb up at 26-9-4, 18 lb down and 40 lb up at 28-9-4, and 18 lb down and 40 lb up at 30-9-4, and 67 lb down and 108 lb up at 32-10-0 on top chord, and 488 lb down and 415 lb up at 7-0-0, 176 lb down and 141 lb up at 9-0-12, 176 lb down and 141 lb up at 11-0-12, 176 lb down and 141 lb up at 13-0-12, 176 lb down and 141 lb up at 15-0-12, 176 lb down and 141 lb up at 17-0-12, 176 lb down and 141 lb up at 19-0-12, 176 lb down and 141 lb up at 20-9-4, 176 lb down and 141 lb up at 22-9-4, 176 lb down and 141 lb up at 24-9-4, 176 lb down and 141 lb up at 26-9-4, 176 lb down and 141 lb up at 28-9-4, and 176 lb down and 141 lb up at 30-9-4, and 488 lb down and 415 lb up at 32-9-4 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 (lb/ft) Vert: 1-3=-46, 3-9=-46, 9-11=46, 2-10=-20 Concentrated Loads (lb) Vert: 3=17, 9=-17, 20=488, 12=-488, 37=-176, 38=-176, 39=-176, 40=-176, 41=-176, 42=-176, 43=-176, 44=-176, 45=-176, 46=176, 47=-176, 48=-176 Job Truss Truss Type Oty Ply 1546 A 31191090 1546 HGR24 Hip Girder 2 1 Job Reference (optional) Maronda Homes, Sanford, user 5-0-0 4 �2 Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 1611:08:14 Page: 1 ID:HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411auwvLXzDGB6Y0QkOwuyleKH -1 5-0-0 1 4x8- 1.5x4 0 3 17 18 4 19 5-0-0 1 5-0-0 4x8 = 20 5 — ::� r� NIV IN IV. N 2 6 0-3-1 1 1 Bt 10 21 22 9 23 24 8 3x6= 1.5x4 n 5x8 = 1.5x4 n 3x6 a 5-1-12 10-0-0 14-10-4 L 20-0-0 L 5-1-12 4-10-4 4-10-4 &1-12 Scale = 1:40.9 Plate Offsets (X, Y): [2:0-0-6,Edge], [3:0-5-4,0-2-0], [5:0-54,0-2-0], [6:0-0-6,Edge], [9:0-4-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.42 9 >571 240 MT20 244/190 TCDL 7.0 Lumber DOL 1 1.25 BC 0,84 Vert(CT) -0.39 9-10 >615 180 BCLL 0.0 * Rep Stress Incr NO WB 0.32 Horz(CT) -0.09 6 n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix -MR Weight: 84lb FT'=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-10 oc bracing. REACTIONS (lb/size) 2=1121/0-7-10, (min. 0-1-8), 6=1121/0-7-10, (min. 0-1-8) Max Horiz 2=36 (LC 12) Max Uplift 2=-844 (LC 4), 6=-844 (LC 5) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2916/2244, 3-17=-3606/2818, 17-18=-3606/2818, 4-18=-3606/2818, 4-19=-3606/2818, 19-20=-3606/2818, 5-20=-3606/2818, 5-6=-2916/2244 BOT CHORD 2-10=-2092/2748, 10-21=-2093/2768, 21-22=-2093/2768, 9-22=-2093/2768, 9-23=-2059/2768, 23-24=-2059/2768, 8-24=-2059/2768, 6-8=-2058/2748 WEBS 3-10=20/348, 3-9=-728/954, 4-9=-384/470, 5-9=-729/954, 5-8 C 20/348 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=6.0psf; h=15ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope); 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 1-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 844 lb uplift at joint 2 and 844 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 167 lb down and 260 lb up at 5-0-0, 61 lb down and 111 lb up at 7-0-12, 61 lb down and 111 lb up at 9-0-12, 61 lb down and 111 lb up at 10-11-4, and 61 lb down and 111 lb up at 12-11-4, and 167 lb down and 260 lb up at 15-0-0 on top chord, and 115 lb down and 63 lb up at 5-0-0, 47 lb down and 18 lb up at 7-0-12, 47 lb down and 18 lb up at 9-0-12, 47 lb down and 18 lb up at 10-11-4, and 47 lb down and 18 lb up at 12-11-4, and 115 lb down and 63 lb up at 14-10-3 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: 1-3=46, 3-5=-46, 5-7=46, 11-14=-20 Concentrated Loads (lb) Vert: 3=-131, 5=131, 10=-104, 8=-104, 17=-53, 18=-53, 19=-53, 20=-53, 21=40, 22=40, 23=-40, 24=-40 Job Truss Truss Type Oty Ply 1646 A31191090 1546 HGR31 Hip Girder 2 I 1 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.425 Aug 25.2020 Pnnt: 8.500 5 Mar 222021 Mi Iex Industries, Inc. Mon Nov 18 11:Ut3:14 rage: 1. ID:HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411 auw01NX3NGFAY01 kOwxyleKH 0-10-8"1 5-0-0 -1 2-0-0 1-5-0 46 = 4x6 = 12 4r 3 4 5-0-0 T2 ST1.5x8 STP 1 1 1-4=15 1 T3 ST1.5x8 S M 7 N 2 0-3-1� 1 B, 7 a g 7 6 g e 1.5x4 a 1.5x4 n 3x4 - 3X4 = TP 5 5-1-12 I 1-8-8 I 5-1-12 Scale = 1:28.1 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 0.36 Vert(LL) 0.09 6-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.10 6-10 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.06 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FRC20201rPI2014 Matrix -MR Weight: 42lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-10 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=672/0-7-10, (min. 0-1-8), 5=629/0-7-10, (min. 0-1-8) Max Horiz 2=42 (LC 4) Max Uplift 2=-503 (LC 4), 5=A45 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1500/1175, 3-4=-1419/1138, 4-5=-1500/1171 BOTCHORD 2-7=-1076/1404, 6-7=-1078/1419, 5-6=-1074/1404 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); 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 1-00-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 lb uplift at joint 5 and 503 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)168 lb down and 260 lb up at 5-0-0, and 168 lb down and 260 lb up at 7-0-0 on top chord, and 115 lb down and 63 lb up at 5-0-0, and 115 lb down and 63 lb up at 6-11-4 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 1-3=46, 3-4=-46, 4-5=-46, 8-11=-20 Concentrated Loads (lb) Vert: 3=-131, 4=-131, 7=-104, 6=-104 Job Truss Truss Type Qty Ply 1546 A 51151090 1546 J14 Jack -Open 24 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 1611:08:14 Page: 1 ID:CUpNtsKCbEiOBkJ1 r40vaXypywH-dpPc37zhKxaoidfgP411 auw4kXABGF5Y01 kOwxyleKH -0-10-8 1-0-0 0-10-8 1-0-0 12 4 r- ST1.5x8 STP 3 2 0- 15 0-1 -3 0-3-15 1 6• � 4 2x4 = Scale=1:18.1 1-0-0 Plate Offsets (X,1): [2:0-2-14,0-0-10] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl 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 JBC 0.01 Vert(CT) n/a n/a 999 I BCLL 0.0' Rep Stress Incr NO WB 0.00 Horz(CT) n/a n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=91/0-7-10, (min. 0-1-8). 3=10/ Mechanical, (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. 11; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical' connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift atjoint 3 and 132 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A 31191090 1546 J34 Jack -Open 24 1 I 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 1611:08:14 Page: 1, ID: CUpNtsKCbEiOBkJ1 r4OvaXypywH-dpPc37zhKxaoidfgP411 auw4HX9TGF5Y01 kOwxyleKH -0-10-8 3-0-0 0-10-8 3-0-0 12 4 r ST1.5x8 STP 1- 15 2 81 Q 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) I/deft Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.12 Ve it 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 0.00 Horz(CT) n/a - n/a n/a BCDL 10.0 Code FRC2020ITP12014 Matrix -MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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) BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; MWFIRS (envelope) exterior zone and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 3, 150 lb uplift at joint 2 and 6 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A 31191690 1546 J54 Jack -Open 24 1 Job Reference (optional) Maronda Homes, Sanford, user N 0-3-15 Run: 8.42 S Aug 252020 Print: 8.5005 Mar 22 2U21 Mi rex moustnes, Inc. Mon Nov i b il:umi4 rage: t ID:CUpNtsKCbEiOBkJ1 r4OvaXypywH-dpPc37zhKxaoidfgP411 auw,yX4nGF5Y01 kOwxyleKH -0-10-8 5-0-0 0-10-8 5-0-0 2x4 - 12 4 r- Scale=1:20.5 5-0-0 1 Plate Offsets (X, Y): [2:0-0-6,Edge] Loading (psf) Spacing 2-0-0 CS' DEFL in (loc) 1/defl Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 4-7 >999 24dO MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.06 4-7 >971 180 BCLL 0.0' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a I BCDL 10.0 Code FRC2020/TP12014 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/ Mechanical, (min. 0-1-8), 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 10) Max Grav 2=207 (LC 1). 3=99 (LC 1), 4=87 (LC 3) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 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 134 lb uplift at joint 3, 187 lb uplift at joint 2 and 6 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1646 A 31191090 1546 J74 Jack -Open 28 1 I 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 NliTek Industries, Inc. Mon Nov 16 11:08:14 Page: 1. ' ID:CUpNtsKCbEiOBkJ1r4OvaXypywH-dpPc37zhKxaoidfgP411auwyX3JGEEY01kOwxyleKH N 0-3- Scale=1:25.4 Plate Offsets (X, Y): (2:0-1-6,Edge] -0-10-8 4-5-1 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 N Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.26 TC 0.46 Vert(LL) -0.07 5-8 >999 240 MT20 244/190 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 FRC2020/TP12014 Matrix -MP Weight: 27lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=273/0-7-10, (min. 0-1-8), 4=301 Mechanical, (min. 0-1-8), 5=1 96/ 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) 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 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-14 oc bracing. 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 Exterior(2E)-0-10-8 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 at joint 2 and 126 lb uplift at joint 5. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 1546 A_31191690 1546 JGR54 Diagonal Hip Girder 8 I 1 I 1 Job Reference (optional) Maronda Homes, Sanford, user 0-3- Scale=1:21.3 1-2-14 3x4 = Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 16 11:08:15 Page: 1 ID:HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411 auwySX2uGF5Y01 kOwxyleKH 10 6-11-6 2.83 r- 6-11-6 11 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.23 4-7 . >358 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 .BC 0.54 Vert(CT) -0.21 4-7 >393 180 BCLL 0.0` Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a I BCDL 10.0 Code FRC2020IrP12014 Matrix -MP Weight: 23lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS (lb/size) 2=296/0-10-7, (min. 0-1-8), 3=142/ Mechanical, (min. 0-1-8), 4=92/ Mechanical, (min. 0-1-8)' Max Horiz 2=143 (LC 4) Max Uplift 2=-292 (LC 4), 3=-181 (LC 8), 4=-28 (LC 8) Max Grav 2=296 (LC 1), 3=142 (LC 1), 4=124 (LC 3) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 noncdncurrent 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 181 lb uplift at joint 3, 292 lb uplift at joint 2 and 28 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 17 lb down at 1-6-1, 17 lb down at 1-6-1, and 37 lb down and 42 lb up at 4-4-0, and 37 lb down and 42 lb up at 4-4-0 on top chord, and 13 lb down and 1 lb up at 1-6-1, 13 lb down and 1 lb up at 1-6-1, and 9 lb down and 22 lb up at 4-4-0, and 9 lb down and 22 lb up at 4-4-0 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: 1-3=46, 4-5=-20 Concentrated Loads (lb) Vert: 9=-3, 10=1, 11=17 Job Truss Truss Type Qty Ply 1546 A_31191090 1546 JGR74 Jack -Open Girder 4 I 1 I 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 16 11:08:15 Page: b ID:CUpNtsKCbEiOBkJ1 r4OvaXypywH-dpPc37zhKxaoidfgP411 auw?uX44GSaY01 kOwxyleKH 1-2-14 5-9-9 5-9-9 3-11-12 3x4 = 1.5x4 n 3x4 = rn n N 5-9-9 3-8-11 0-3-1 Scale = 1:25.6 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 0.40 Vert(LL) 0.08 6-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.07 6-9 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.29 Horc(CT) -0.01 5 n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MS Weight: 39 lb 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=428/0-10-7, (min. 0-1-8), 4=83/ Mechanical, (min. 0-1-8), 5=340/Mechanical, (min. 0-1-8) Max Horiz 2=184 (LC 19) Max Uplift 2=401 (LC 4), 4=-101 (LC 10), 5=-257 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-883/674, 10-11=-882/677, 3-11=-842/683 BOT CHORD 2-14=-765/846, 14-15=-765/846, 6-15=-765/846, 6-16=-765/846, 5-16=-765/846 WEBS 3-5=-897/811, 3-6=-35/271 Structural wood sheathing directly applied or 5-11-14 oc purlins. Rigid ceiling directly applied or 6-7-0 oc bracing. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 4, 401 lb uplift at joint 2 and 257 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 17 lb down at 1-6-1, 17 lb down at 1-6-1, 37 lb down and 42 lb up at 44-0, 37 lb down and 42 lb up at 4-4-0, and 62 lb down and 102 lb up at 7-1-15, and 62 lb down and 102 lb up at 7-1-15 on top chord, and 13 lb down and 1 lb up at 1-6-1, 13 lb down and 1 lb up at 1-6-1, 9 lb down and 22 lb up at 44-0, 9 lb down and 22 lb up at 4-4-0, and 32 lb down and 23 lb up at 7-1-15, and 32 lb down and 23 lb up at 7-1-15 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, 5-7=-20 Concentrated Loads (lb) Vert: 11=-3, 12=-69, 14=1, 15=-17, 16=-63 Job Truss Truss Type Qty Ply 1546 A 31191090 1546 M01 Monopitch 8 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 1611:08:15 Page: 1 ID:HhF2B2JBE61KmZsv2lO4NGyPEN7-dpPc37zhKxaoidfgP411auwtwX_JGF5Y01kOwxyieKH 0-10-8 5-11-10 0-10-8 5-11-10 1.5x4 u N 0-3-1 3x5 = 1r- 4 ST1.5x8 STP 1.5x4 u Scale=1:24.6 Plate Offsets (X, Y): (2:0-0-6,Edge] Loading (psf) Spacing 2-0-0 CS' DEFL in (loc) I/deft Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.28 4-7 >247 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.25 4-7 >276 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FRC202ofrP12014 Matrix -MP Weight: 22lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 D WEBS 2x4 SP No.2 BOT CHORD REACTIONS (Ib/size) 2=23510-6-0, (min. 0-1-8). 4=189/0-7-10, (min. 0-1-8) Max Horiz 2=117 (LC 6) Max Uplift 2=-227 (LC 6), 4=194 (LC 6) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-124/286, 3-4=-151/353 BOT CHORD 24=413/113 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end vertical's. Rigid ceiling directly applied or 8-1-8 oc bracing. 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) and C-C Interior (1) zone; porch left and right exposed;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 1-00-00 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 4 and 227 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 1546 A 31191690 1546 T01 Common 2 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar ZZ ZU21 Mi IeK moustnes, mc. Mon Nov 1 b 11:1.10:1 b rage: it ID:HhF2B2JBE61 KmZsv2lO4NGyPEN7-dpPc37zhKxaoidfgP411auwwkXxsG3RY01kOwxyleKH --L -J-0-3-= -0-10-8 40-8-8 7-2-3 13-6-9 19-11-0 26-3-7 32-7-13 39-10-0 7-2-3 6-4-7 6-4-7 6 47 6-4-7 7-2-3 0-10-8 0-10-8 5x6= 6 3x5= 3x4= 4x6- 3x8= 4x6= 3x4= 3x5= 10-4-6 19-11-0 29-5-10 39-10-0 10-4-6 i 9-6-10 i 9-6-10 i 10-4-6 Scale=1:70.9 Plate Offsets (X, Y): [2:0-1-2,Edge], [10:0-1-2,Edge] Loading (psfl Spacing 2-0-0 CS' DEFL in (loc) I/deli Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.73 V I LL) 0.38 14 >999 240 MT20 244/190 TCDL 7.0 1 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.61 14-16 >790 180 BCLL 0.0' Rep Stress Incr YES WB 0.81 Horz(CT) 0.15 10 n/a n/a BCDL 10.0 1 Code FRC2020frP12014 Matrix -MR Weight: 184lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 D *Except` B2:2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) 2=1355/0-7-10, (min. 0-1-8), 10=1355/0-7-10, (min. 0-1-8) Max Horiz 2=-126 (LC 11) Max Uplift 2=-564 (LC 6), 10=-564 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3434/2482, 3-4=-3121/2183, 4-5=-3071/2198, 5-6=-2159/1642, 6-7=-2159/1642, 7-8=-3071/2198, 8-9=-3121/2183, 9-10=-3434/2482 BOTCHORD 2-16=-2230/3234, 16-23=-168512603, 15-23=-1685/2603, 15-24=-1685/2603, 14-24=-1685/2603, 14-25=-1685/2603, 13-25=-1685/2603, 13-26=-1685/2603, 12-26=-1685/2603, 10-12=-2230/3234 WEBS 6-14=-659/1035, 7-14=-751/665, 7-12=-226/625, 9-12=-393/510, 5-14=-751/665, 5-16=-226/625, 3-16=-393/510 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 lb uplift at joint 2 and 564 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A_31191090 1546 T20 Common 6 1 Job Reference (optional) Maronda Homes, Sanford, user CIO LO R i `o ST' 1 0-3-!KZ__ 3x8 = 12 10-0-0 Scale=1:39.6 Plate Offsets (X, Y): [1:0-8-10,0-0-12], [5:0-8-10,0-0-12], [7:04-0,0-3-0] Run: 8.42 5 Aug zb zuzu i-nm: tl.buu b mar 22 zuzi mi ieK mausuies, inc. mon Nov -io-ri:ua:-w raga: -i ID:HhF262JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411 auwzl XyVGDBY01 kOwxyleKH 4-7-2 4x6- 3 5x8= 4-7-2 5-4-14 3x8- 6 Loading (pst) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.16 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1 1.25 BC 0.95 Vert(CT) -0.36 7-10 >674 180 BCLL 0.0" Rep Stress Incr YES WB 0.19 Horz(CT) 0.04 5 n/a n/a I BCDL 10.0 Code FRC2020/TP12014 Matrix -MR Weight: 82 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins. BOT CHORD 2x4 SP No.2' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS (lb/size) 1 =659/0-7-1 0, (min. 0-1-8), 5=701/0-7-10, (min. 0-1-8) Max Horiz 1=-72 (LC 15) Max Uplift 1=-254 (LC 6), 5=-312 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1530/1159, 2-3=-1151/806, 3-4=-1151/806, 4-5=-1526/1147 BOTCHORD 1-7=-997/1443, 5-7=-984/1437 WEBS 3-7=-209/573, 4-7=-427/452, 2-7=433/467 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. If,' Exp C; Enclosed; MWFRS (envelope) and C-C Interior (1) zone;C-C for members and forces & MWFRS 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.Opsf on the bottom chord In all areas where a rectangle 3-06-00 tall by 1-00-00 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 254 lb uplift atjoint 1 and 312 lb uplift at joint 5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A 31191090 1546 T21 Common 4 1 Job Reference (optional) Maronda Homes, Sanford, user Run: 8.42 S Aug 25 2020 Print: 8.500 S Mar 22 2021 MiTek Industries, Inc. Mon Nov 1611:08:15 Page: 1, 10:HhF2B2JBE61KmZsv2lO4NGyPEN7-9crEsnz3adSx4U4erMmo2gNoH7cGXmuPnN?rNVyleKI 5-4-14 4-7-2 .12 3x8- 4x6= 5x8= 4-7-2 10-0-0 20-0-0 10-0-0 10-0-0 Scale=1:40.9 Plate Offsets (X, Y): [2:0-8-10,0-0-12], [6:0-8-10,0-0-12], [8:0-4-0,0-3-0] 5-4-14 3x8- Loading (psf) Spacing 2-0-0 CS' DEFL in (loc) I/deft Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.16 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DO 1.251 BC 0.95 Vert(CT) -0.35 8-11 >676 180 BCLL 0.0' Rep Stress Incr YES WB 0.19 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FRC2020/TP12014 Matrix -MR Weight: 83 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS (lb/size) 2=700/0-7-10, (min. 0-1-8), 6=700/0-7-10, (min. 0-1-8) Max Horiz 2=66 (LC 10) Max Uplift 2=-312 (LC 6), 6=-312 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-1523/1140, 3-4=-1148/798, 4-5=-1148/798, 5-6=-1523/1140 BOT CHORD 2-8=-977/1435, 6-8=-977/1435 WEBS 4-8=-202/572, 5-8=-427/452, 3-8=-427/452 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS 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.Opsf on the bottom chord in all areas where.a rectangle 3-06-00 tall by 1-00-00 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 312 lb uplift at joint 2 and 312 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A_31191090 1546 T30 Common 4 1 Job Reference (optional) Maronda Homes, Sanford, user a u) N N 0-3-15= 1 Scale = 1:28.1 Plate Offsets (X, Y): [4:0-2-14,0-0-2] Kun: ti.gz 5 Aug zo zuzu vnm: o.o ul A Mar zz zuzl Ivll IeK InuUsmes, Inc. 1viun my to 1 wo: 10 ray.. , ID: HhF2B2JBE61 KmZsv2104NGyPEN7-9crEsnz3adSx4U4erMmo2gNpN7kOXowPnN?rNVyieKI 0-10-81 6-0-0 3x4 - 5x6 = 4r 3 6-0-0 1.5x4 u 6-0-0 6-0-0 3x4 = rP 4 Loading (psfl Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.06 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1 1.25 BC 0.39 Vert(CT) -0.08 5-8 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix -MR Weight: 41 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 7-5-11 oc bracing. WEBS 2x4 SP No.2 REACTIONS (Ib/size) 2=438/0-7-10, (min. 0-1-8), 4=395/0-7-10, (min. 0-1-8) Max Horiz 2=48 (LC 10) Max Uplift 2=-211 (LC 6), 4=-152 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-794/664, 34=-795/663 BOTCHORD 2-5=-545/717,4-5=-545/717 WEBS 3-5=0/263 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) and C-C Interior (1) zone;C-C for members and forces & MWFRS 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 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 152 lb uplift at joint 4 and 211 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546 A_31191090 1546 Vol Valley 4 1 I 1 Job Reference (optional) Maronoa Homes, Sanford, user Kun: o.vz s Aug zo zuzu rnn[: mouo o mar zz zuz i M1 ieK InQUSMOS, mc. rvion nov io i i:uo: i o rdya: is ID: HhF2B2JBE61 KMZsv2104NGyPEN7-dpPc37zhKxaoidfgP411 auw51XABGF5Y01 kOwxyleKH 0- -9 0-04 1-9-14 4 IL 12 4 F- 2x4 W, A Scale = 1:12.5 1-9-14 4 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 0.01 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0• Rep Stress Incr YES WB 0.00 Horiz(TL) n/a n/a n/a BCDL 10.0 Code FRC2020/TPI2014 Matrix-P Weight: 4 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS (lb/size) 1=31/1-9-14, (min. 0-1-8), 2=22/1-9-14, (min. 0-1-8), 3=9/1-9-14, (min. 0-1-8) Max Horiz 1=16 (LC 6) Max Uplift 1=-11 (LC 6), 2=-22 (LC 6) Max Grav 1=31 (LC 1), 2=22 (LC 1), 3=19 (LC 3) Structural wood sheathing directly applied or 1-10-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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. 11; Exp C; Enclosed; MWFRS (envelope) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 1-00-00 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 1 and 22 lb uplift at joint 2. LOAD CASE(S) Standard ft Job Truss Truss Type Qty P(y 1546 A 31191090 1546 V02 Valley 4 1 Job Reference (optional) Maronda Homes, Sanford, user 0-0� Scale = 1:15.5 Kun: a.vz a Aug zo zuzu rnm: o.ovu a nim zz zvz i 1- ron ° 1—u—, — —..— =y ID:HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411auw3yX9wGF5Y01kOwxyleKH 3-9-14 19 2 2x4 0 3-9-14 1.5x4 u 3 1.5x4 n Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/detl Ud PLATES GRIP TCLL (roof) 16.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0. Rep Stress Incr YES WB 0.00 Hodz(TL) n/a n/a n/a BCDL 10.0 Code FRC20201TPI2014 Matrix-P Weight:111b FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4'SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=9213-9-14, (min. 0-1-8), 3=9213-9-14, (min. 0-1-8) Max Horiz 1=47 (LC 6) Max Uplift 1=-33 (LC 6), 3=-48 (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.11; Exp C; Enclosed; MWFRS (envelope) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 1-00-00 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 33 lb uplift at joint 1 and 48 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1546A_3119f090 1546 V03 Valley 4 1 Job Reference (optional) Maronda Homes, Sanford, user rn 0-0�� Run: 8.42 5 Aug 252020 Print: 8.500 S Mar 22 20Z1 MI IeK Industries, me. mon NOV 10 1I:ut7:I* rage: -i a ID:HhF2B2JBE61 KmZsv2104NGyPEN7-dpPc37zhKxaoidfgP411 auwyX6yGF5Y01 kOwxyl8KH Z 5-9-14 2 a 1.5x4 n 9 3 2x4 c 1.5x4 n Scale = 1:17.3 5-9-14 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 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) n/a n/a 999 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horiz(TQ n/a n/a n/a BCDL 10.0 Code FRC20201TP12014 Matrix-P Weight: 18 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=158/5-9-14, (min. 0-1-8), 3=158/5-9-14, (min. 0-1-8) Max Horiz 1=80 (LC 6) Max Uplift 1=-56 (LC 6), 3=-83 (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) and C-C Interior (1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 1-00-00 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 56 lb uplift at joint 1 and 83 lb uplift at joint 3. LOAD CASE(S) Standard