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2523 NAVARRA DR; ; PCR06170; Permit
,40-06-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR06170 Building Inspection Request Line (760) 602-2725 Job Address: 2523 NAVARRA DR CBAD Permit Type: PCR Parcel No: 2161702000 Lot#: Valuation: $0.00 Construction Type: Reference*: CB051729 Project Title: MATCHPLAY: STRONG WALL REV. VN Status: ISSUED Applied: 09/25/2006 JMA 10/06/2006 10/06/2006 Entered By: Plan Approved: Issued: Inspect Area: Applicant: DAVID WRIGHT 760-580-4863 Owner: CREWS MICHAEL COMMERCIAL DEVELOPMENT P O BOX 300429 ESCONDIDO CA 92030 Plan Check Revision Fee Additional Fees $240.00 $0.00 Total Fees:$240.00 Total Payments To Date:$240.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. APPLICATION ' C1TY!OF CARLBAD^BUILDINGDEPARTMENT 1635 FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By . Date 6} J7JC jf) Address (include Bldg/Suite #) a (MJ (T GJJLO-> Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total 8 at units Assessor's Parcel #Existing Use Proposed Use Kiei»jngir*«j^^7^^^^^.!^ig^L'-^.5-j;5.r,a^Vi--:.^^;':^:^:: 3Q S. ArciredcSOK* #of Stories # of Bedrooms * of Bathrooms Address City State/Zip Telephone t Fax # Name Address City State/Zip Telephone * Name Address City State/Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair eny structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code! or that he is exempt therefrom, and the basts for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 145001). Name State License * Address License Class City State/Zip City Business License t Telephone S Designer Name State License S Address BIlHlMiKaf^-^ -SU* '•"&!• — *•=* V~~ ""* * City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. [3^ I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1*100] OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: j-afltinT'tiyffipifc workers' compensation rm»eiii||ii In uiiliiirfiil and shall subject an employer to criminal penalties and end fines up to one hundred thousand *^r fA3flfyfcjj<|1rT^Htiflg»-tne cost ot compensation, damages as provided for tai Section 3706 of the Lapor coda, interest and attorney's fees. I hereby arTinr^Viet-r^rnVxempt^Trom trje Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Coda: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with corrtractor(s) licensed pursuant to the Contractor's License Law). Q I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the fallowing person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (Include name / address / phone number / contractors license number): 6. t will provide some of the work, but I have contracted (hired) the following persons to provide, the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant reouired to submit a business clan, acuterv hazardous materials reoistration form or risk manannmnnt »nA nmuantinn EsGil Corporation In (Partners/lip with government for Quitting Safety DATE: OCT. 03, 2006 a APPICANT JURISDICTION: CARLSBAD U PLAN;REVIEWER a FILE PLAN CHECK NO.: 05-1729 (REV. # 5) PCR06-170 _ SET: I " PROJECT ADDRESS: 2523 NAVARRA DRIVE PROJECT NAME: MATCHPLAY CONDOS (8-UNIT (2-STORY) CONDOS OVER PARKING) [Xj The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: JAMES FERRIN P.O. BOX 460160 ESCONDIDO, CA 92046 Esgil Corporation staff did not advise the applicant that the plan check has been completed. I I Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: JIM Telephone*: 760-749-1919 £ Date contacted: (by: ) Fax #: 743-8641 Mail Telephone Fax In Person X] REMARKS: Revisions to the Strong Walls on the 2nd floor. By: All Sadre Enclosures: Esgil Corporation D GA D MB D EJ D PC 9/26 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 •* San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Michael Crews COMMERCIAL DEVELOPMENT 11.09.06 To: City of Carlsbad Building Inspection Department Attn: MikePeterson RE: MATCHPLAY CONDOMINIUMS / LA COSTA, CA. MISC. DRYWALL/FIRE RATING ISSUES The area of the interior of the chimney voids and the recessed electrical panels in the Pantry do not require drywall sheeting at interk surfaces due to the fact that these elements are installed within or comprised of non-load bearing interior partition walls and do not p any exterior and/or party walls or the floor/ceiling assembly. James Ferrin Project Architect Michael Crews Commercial Development r metrate Post Office Box 460160 Escondido, CA 92046 Corporate Office (760) 749-1919 Fax (760) 743-8641 www.michaelcrews.com Empire Truss ROOF TRUSS CALCULATIONS Project Name: Project Number: Jobsite Location: E.O.R.: Customer: Design Engineer: Date: MATCHPLAY CONDOMINIUMS RE251 La Costa, CA Michael Crews Development Michael Crews Development Michael Smith 16 November 2005 -t- 0 The bound truss design drawings having an electronic seal and signature pri on each page have been reviewed and approved by the truss designer (truss design engineer) as indicated by the engineer's wet seal and signature on this cover page. This review and approval applies solely to the attached truss design drawing pages that are bound together. 1755 Brown Ave., Riverside, CA 92509 • (951) 300-1758 • Fax: (951) 300-1769 1755 Brown Ave. Riverside, CA 92509Empire Truss , August 30, 2004 „ •-.,, Re: California requirements for seals and signatures: To Whom It May Concern: The Board of Professional Engineers and Land Surveyors in the State of California has discussed the usage of electronic transfers of legal documents bearing the seal and signature of a duly registered engineer. The current applicable rule is: Title 16, Division 5 Section 411 (e) The seal shall be capable of leaving a permanent ink representation, an opaque and permanent impression, or an electronically-generated representation on the documents. The signature may be applied to the documents electronically. Basically, what this means is that it is acceptable for a registered engineer in California to use electronically produced seals and signatures to approve engineering drawings, such as truss drawings. There is no requirement for 'Wet Seals" from the State. Further, it is also acceptable to use packages of drawings, bound together and signed only on the cover sheet. This practice is describedjn the Busmess and Professions Code section 6735. Sincerely, £2^t David Baxter, P.E, Electronic Signatures 041204 i ......... ;. ;..;;; ........ lil" IZ ........ I .............. : '.':.:,'.,' ' i i I ____ __ TABLE OF CONTENTS | REPORTS ROOF TRUSS PLACEMENT PLAN | TRUSS ENGINEERING DETAILS I I I I I I f 1 REPORTS GENERAL NOTES NOT AS GENERALES Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, Installing and temporary bracing of trusses. Refer to BCSI 1-03 Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Wood Trusses for more detailed Information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-B3 Summary Sheet - Web Member Permanent- Bradna/Web telnforcement for more information. All other permanent bradng design Is the responsibility of the Building Designer. Los trusses no estan marcados de ningun modo que identifique la frecuenda o localization de los arriostres (bradng) temporales. Use las recomendadones de manejo, instaladon y arriostre temporal de los trusses. Vea el fallsta SCSI 1-03 Guia de Buena Practica para el Maneio. Instaladon y Arriostre de los Trusses ds Madera Connectados con Placas de Metalpara para mayor informad6n. Los dlbujos de dlseno de los trusses pueden especificar las locallzadones de los arriostres permanentes en los miembros Individuates en compreslon. Vea la hoja resumen BC5I-B3 para los arriostrgs permanentes y refuerros dg los miembros senmdarlos (webs) para mayor information. B resto de arriostres permanentes son la responsabilidad del Disenador del Edifcio.. . The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. El resultado de un manejo, instalacion y arriostre inadecuados, puede ser la caida de la estructura o aun peor, muertos o heridos. Banding and truss plates have sharp edges. Wear i gloves when handling and safety glasses when cutting banding. Empaques y placas de metal fienen bordes afllados. Use guantes y lentes protectores cuando corte los empaques. HANDLING — MANEJO Allow no more than 3" .of deflec- tion for eveiy 10' of span. No perrfiita mas de 3 pulgadas de pandeo por cada 10 pies de tramo. Use special care in windy weather or near power lines and airports. Spreader bar for truss bundles v^ Ufjllce cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. 1 Check banding prior to moving bundles. Revise fos empaques antes de mover los paquetes de trusses. Pick up vertical bundles at the top chord. Levante de la-cuerda ' superior los grupos verticales de trusses. >\ Avoid lateral bending. — Evite la flexion lateral. Do not store ' No almacene unbraced bundles verticalmente los upright. trusses sueltos. ONE WEEK OR LESS MORE THAN ONE WEEK Bundles stored on the ground for one week or more should be raised by blocking at 3' to 10' on center. Los paquetes almacenados en la tierra por una semana o mas deben ser elevados con bloques a cada 8 o 10 pies, ' For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para aimacen-amiento por mayor tiempo, cubra lo? paquetes para prevenir aumento de humedad pero permita ventilation. HAND ERECTION - LEVANTAMIENTO A MANO Trusses up to 30' Trusses hasta 30' ' HOISTING — LEVANTAMIENTO r/J Hold each truss in position with the erection equipment until temporary bracing is installed and iiJ truss is fastened to the bearing points. Sostenga cads truss en position con la griia hasta que el arriostre temporal este instalado y el truss asegurado en los snportes. Da not lift trusses over 30' by the peak. No levante del pico los trusses de mas de 30 pies. HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO FOR LONGITUD DEL TRUSS Tagline - . Approx. 1/2 . truss length TRUSSES UP TO 30' TRUSSES HASTA 30' Toe-in . Tagline - I Spreader bar 1/2 to H2/3 truss length TRUSSES UP TO 80' TRUSSES HASTA 60' Locate Spreader bar above or stiffback mid-height Attach10'o.c. max. Tagline- _ TRUSSES UP TO AMD OVER SO1. TRUSSES HASTA Y SOBRE 60' BRACING — ARRIOSTRE Refer to BC5I-B2 Summary Sheet - Truss I 1 tion and Temporary Bragnp for more information. Vea el resumen BCSI-B2 - Instaladon de Trusses v Arriostre Temporal para mayor information. Do not walk on unbraced trusses. No camine en trusses sueltos. f Locate ground braces for first truss directly In line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) CING FOR THREE PLANES OF ROOF ARRIOSTRE EN TRES PLANOS DE TECHO ' This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. I Este metodo da arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. OP CHORD - CUERDA SUPERIOR 1 Truss Span U.onaltud de Tramo • Up to 30' • Basra 30 pies T 30' to 45' 30 a 45 pies ^ 45' to 60' • 45 a 60 pies I 60' to 80'* T 60 a 80 pies* Top Chord Temporary Lateral Brace (TCTLB) Spacing Espaclamlento del Arriostre Temporal de la Cuerda Superior 10' o.c. max. 10 pies maximo 8' o.c. max. 8 pies maximo 6' o.c. max. 6 pies maximo 4' o.c. max. 4 pies maximo •Consult a Professional Engineer for trusses longer than 60'. •Consults a un ingeniero para trusses de mas de 60 pies. f See BCSI-B2 for TCTLE options. Vea el BCSI-B2 para las opciones I de TCTLB. • tA& I I Refer to Summary Sheet - Gable End FrameBracing.. Vea el resumen BCSI-B6 - Arriostre del truss terminal de un techo a dos flgyas.. Repeat diagonal braces. Replta los arriostres diagonales. f Set first five trusses with spacer pieces, than add diagonals. Repeat . process on groups of four trusses until all trusses are set. Instate los cinco primeros trusses con espsciadores, luego los arriostres diagonales. Repita este procadimlento en grupos de cuatro trusses haste que todos los trusses esten Instaladcs. 2) BOTTOM CHORD - CUERDA INFERIOR ILateral braces 2x4x12' length lapped over two trusses.I I Diagonal braces every 10 truss spaces (20' max.) 10-15' max.1 ^"^ Some chord and web members not shown for clarity. " "' ' •" """ >) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS I I I I Web members lO'-lS' max. same spacing as bottom chord lateral bradng Diagonal braces every 10 truss spaces (20' max.) . Some chord and web members not shown for clarity. i IS VERY IMPORTANT IEL ARRIOSTRE DIAGONAL ES MUY XMPORTANTE! BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 Refer to BCS1-B71 Summary Sheet - Temporary and Permanent Bracing for Parallel Chord Busses for more Information. Vea el resumen BC5I-B7 - Arriostre temporal y permanent^ de trusses dg cuerdas Maximum lateral brace spacing 10' o.c. for 3x2 chords 15' o.c. for 4x2 chords Diagonal braces every 15 truss spaces (3D1 max.) The end diagonal brace for cantilevered caalslas para mayor trusses must be placed Informacion. on vertical webs in line 2x4x12' length lapped with the support. Lateral braces over two trusses. INSTALLING — SNSTALACSON r~7{ Tolerances for Out-of-Plane. — Tolerancias para Fuera-de-Plano. • Length • Length !• Tolerances for Out-of-P!umb. Tolerancias para Fuera-de-Flomada. D/50r CONSTRUCTION LOADING - CARGA DE CONSTRUCCION Do not proceed with construction until all bracing is securely 'and properly in place; No proceda con la construction hasta que todos los arriostres esten colocados en forma apropiada y segura. I Do not exceed maximum stack heights. Refer to BCSI-B4 Summary Sheet - Construction Leading for more information.. No exceda las maximas alturas recomendadas. Vea el resumen BCSI-B4 Caroa de Construction para mayor informacion. Maximum Stack Height for Materials on Trusses Material Gypsum Board Plywood or OSB Asphalt Shingles Concrete Block Clay Tile Height (h) 12" 16" 2 bundles B" 3-4 tiles high Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. [^f Place loads over as many trusses ss possible. Coloque las cargss sobre tantos trusses como sea posible. 1^7? Position loads over load bearing walls. Colc-que las cargas sobre Iss paredes soportantes. ALTERATIONS — ALTERACIONES fit. Refer to BCSI-B5 Summary Sheet - Truss Damage. Jobsite Modifications and Installation Errors. " Vea'el'resumen BCSI-BS Danoi dtftriisses: Modlficaclones en la Ob'ra v'Errores de Instalaclon. I Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No corte, altere o perfbre ningun miembro estructural de los trusses, a menos que este especificamente permltido en el dibujo del disefio del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's1 prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construction o nan sido alterados sin una autorteacion previa del Fabricante de Trusses, pueden redudr o eliminar la garantfa del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applicable) are ca-pable to undertake the work they have agreed to do on a particular project The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures ouUinedareintendedto ensure that the overall consrjucrjontechniques employed will put HOOT and roof trusses into place SAFELY. These recommendations for handling, installing and bradng woodtrusses are based upon the collective experience of leading technical personnel in the wood truss industry, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a quaffied Building Designer or Erection/Installation Contractor. It Is notIntended that these recommendations be interpreted as superior to any design specification (provided by either an Architect, Engineer,the Building Designer, the Erection/Installation Contractor or otherwise) for handling. Installing and bracing wood trusses and It doesnot preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined bythe truss Erection/Installadan Contractor. Thus, the wood Truss Council of America and the Truss Plate Institute expressly disclaim anyresponsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center • 6300 Enterprise Lane • Madison, WIS3719 608/274-4849 • www.woodtruss.com TRUSS PLATE INSTITUTE S83 D'OnofHo Drive • Madison, WI S3719 608/833-5900 • www.tplnstorg -B1WARN11X17 0311J5—I FOR TRUSSES UP TO 2'-0" ON-CENTER AND 80'-0" IN LENGTH PARA TRUSSES ESPACIADES HASTA CADA 2 PIES Y HASTA 80 PIES DE LONGITUD Disregarding handling, installing and bracing safety recommenda- tions is the major cause of truss erection/installation accidents. El no seguir las recomendaciones de manejo, instalacion y arriostre esla causa principal .de los accidentes durante la instalacion delos trusses. Lateral bracing is not adequate without diagonal bracing. El arriostre lateral no es adecuado sin arriostre diagonal. Always diagonally brace for safety! Siempre arriostre diagonalmente por .seguridad! MAXIMUM TOP CHORD TEMPORARY LATERAL BRACING SPACING (TCTLB) MAXIMO ESPACIAMIENTO DEL ARRIOSTRE LATERAL TEMPORAL DE LA CUERDA SUPERIOR (ALTCS) TCTLB shown in green ALTCS mostrado en verde 'Diagonal bracing shown in red Arriostre diagonal mostrado en rojo The graphic above shows the maximum on-center spacing (see * above) of TCTLB based on truss span from the table in Step 2 on page 3. • Ground bracing not shown for clarity. • Apply diagonal bracing or sheathing immediately. For spans over 60' the preferred method is sheathing immediately. El dibujo arriba muestra el maximo espaciamiento del (vea * above) ALTCS basado en la tabla del segundo paso en la pagina 3. • Arriostre de tierra no se muestra para claridad. • Aplique arriostre diagonal o entablado (sheathing) inmediatamente. Para tramos mayores de 60 pies el metodo preferido es entablar inmediatamente. Spans over 60' may require complex temporary bracing. Consult a Professional Engineer. Tramos mayores de 60 pies pueden necesitar arriostre temporal complejo. Consulte a un Ingeniero. BZlSmp 200401013 I f f I I If HECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED EVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIJA I I I Building dimensions match the construction plans. Dimensiones del edificio concuerdan con pianos de construction. Supporting headers, beams, walls and lintels are accurately and securely installed. Travesanos (headers), vigas y linteles estan precisa y seguramente instalados. Hangers, tie-downs, and bracing materials are on site and accessible. Cdlgadores (hangers), soportes de andaje (tie-downs) y materiales de arriostre estan accesibles en la obra. Erection/installation crew is aware of installation plan and bracing requirements. La cuadrilla de instaladon debe tener conocimiento del plan de instaladon y requerimientos de arriostre. Multi-ply trusses, including girders, are fastened together prior to lifting into place. Trusses de varias capas, induyendo trusses soportantes estan conectados juntos antes de levantarlos en el lugar que les corresponde. Any truss damage is reported to Truss Manufacturer. Refer to BCSI-B5 Summary Sheet - Truss Damage, Jobsite Modifications and Installation Errors. Cualquier dano a los trusses ha sido reportado al fabri- cante de trusses. Vea el rest/men BC5I-B5- Dano a los Trusses, Modificadones en la Obra y Errores de Insta- ladon. Load bearing wails are plumb and properly braced, Paredes soportantes estan a plomada y correctamente arriostradas. Trusses are the correct dimension. Dimension de los trusses es correcta. Tops of bearing walls are flat, level and at the correct elevation. • . La parte superior de las paredes de sostener son planas, nivelada ya la elevadon correcta. Jobsite is backfilled, dean and neat. Terreno en la obra esta relleno, limpio y piano. Ground bracing plan for first truss is based on site and building configuration. Pianos de arriostre de tierra para el primer truss estan basados en el terrene y forma de! edificio. Exterior .» If ground level is too far from truss for exterior ground bracing, use interior ground bracing. Si la altura de los trusses al piso exterior es mucha, arriostre al piso interior. TO SETTING TRUSSES PASOS PARA EL MQNTAJE DE TRUSSES Establish Ground Bracing Procedure: Exterior or Interior Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior Bracing to wall or end jack for hip set EXTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR 2.' Calculate Ground Brace Locations Calcule Localization tie los Arriostres de Tierra h/f Use truss span to determine bracing interval of Top Chord Temporary Lateral Braces from table. Use la Iongitud de tramo para determinar el espadamiento del arriostre lateral temporal de la cuerda superior en la , tabla adjunta. TCTLB Truss Span Longitud de Tramo Up to 30' Hasta 30 pies 30' to 45'. 30 a 45 pies ... 45' to 60' 45 a 60 pies ; .- 60' to 80'* 60 a 80 pies* TCTLB Spacing Espadamiento del ALTCS 10' o.c. max. 10 pies maximo 8' o.c. max. 8 pies maximo 6' o.c. max. 6 pies maximo 4' o.c. max. 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. Locate additional TCTLBs at each change of pitch. Localice ALTCS adidonales en cada cambio de inclination. Truss attachment required at supports) Locate additional TCTLBs over bearings if the nee! height is 10" or greater. Localice ALTCS adidonales sobre Sos soportes si la altura del extremo (heel height) es de 10 pulgadas o mas. Locate a vertical ground brace at each TCTLB location. Localice un arriostre de tierra verti- cal en cada ALTCS. 3 Set First Truss and Fasten Securely to Ground Braces B Coloque el Primer Truss y Conectelo en Forma Segura a los Arriostres de Tierra |7f Set first truss or gab!e end frame and fasten securely to ground brace verticals and to the wall, or as directed by the Building Designer. Example of first truss installed. Coloque el primer truss yconecteloen forma segura a los arriostres de tierra verticales y a la pared, o como ind/que el -disenador del edifido. Ejempio del primer truss instalado. TCTLB locations * EXTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR TCTLB locations IMPORTANT SAFETY WARNING! ^ to all ground braces prior to removing the hoisting 'MPORTANTE DE A El primes- truss debe sersujeto en forma segura a todoslos srriostres de fferra I*Set Next Four Trusses with TCTLB in Line with Ground Bracing Coloque los Siguientes Cuatro Trusses con los ALTCS en Linea con los Arriostres de Tierra Attach trusses securely at all bearings, shimming bearings as necessary. Example of first five trusses. Conecte los trusses en forma segura a todos los soportes, rellenando solidamente los soportes si fuera necesario, Ejemplo de los cinco primeros trusses. ', • . See options below See options below EXTERIOR GROUND BRACING ARRIOSTREDETIERRA EXTERIOR See options below 12 The three options for installing TCTLB • Las tres opdones para instalar piezas I Option 1 Top Nailed Spacer Pieces Opcion 1 Piezas de:espadamiento davadas arriba 2 nails jt every •onnection ™ clavos en cada coneccion Do not use split Ispacer pieces. No use piezas de espadamiento con rajaduras.I I IVi" minimum end distance 1Y2 pulgadas distancia de extreme minima spacer pieces. de espadamiento para ALTCS. Option 2 End-Grain Nailed Spacer Pieces Option 2 Piezas de espadamientos conectadas al extremeo Use 2-16d deformed shank nails minimum at each spacer to truss connection. Use como mfnimo 2 daves largos (16d shank nails) en cada coneccion de los espaciadores con el truss. Do not use split spacer pieces. No use piezas de espadamiento con rajaduras. Option 3 Proprietary Metal Bracing Products Opcion 3 Productos de refuerzo de metal patentado C 22V2" * See manufacturer's specifications. Vea las espedficaciones del fabricante. release the truss from the hoisting lateral braces are Installed and bearing attachments are made. BRACING MATERIAL AND CONNECTIONS MATERIALES DE ARRIOSTRE Y CONECCIONES 0 Bracing material must be at least 2x4 stress-graded lumber unless specified otherwise by the Building Designer, Material de arriostre debe ser por lo menos 2x4 madera graduada por esfuerzo a menos que el disenador indique diferente. 0 All bracing and spacing members must be connected with at least the nails shown at right, except for the spacers shown in Step 4, Option 2, which require 16d deformed-shank, ring, barb or screw nails. •.. .'.....' lOd (0.128x3") Todos los arriostres y miembros espadadores deben ser 12d (0.128x3.25") conectados por lo menos con los davos mostrados a la 16d (0.135x3.5") derecha, con exception de los espadadores mostrados en el Paso 4, Opdon 2, que requieren davos largos 16d (shank nails), anillos, puasf o tornillos. 0 Drive nails flush or use double-headed nails for easiest brace removal. Penetre los davos al raso o use davos de dos cabezas para quitar los arriostres mas fadlmenie. 5 Install Top Chord Diagonal Bracing Instate Arriostre Diagonal en la Cuerda Superior Attach diagonal bracing to the first five trusses. Example of diagonal bracing on first five trusses. Coloque arriostre diagonal en los dnco primeros trusses. Ejemplo de arriostre diagonal en los cinco primeros trusses. J ' EXTERIOR GROUND BRACING ARR1QSTRE DE JIERRA EXTERIOR _ ' fi- J .Lr jB f"!- ~*vftA, Or start applying permanent roof sheathing, Example of permanent roof sheathing installed onfirst five trusses. O empiece e! entablado permanente. Ejemplo de entablado permanente instalado en los dnco primeros trusses, fI I I. I Install Web Member Diagonal Bracing Instate elArriostre Diagonal de Miembros Secundarios Web membersTemporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral bracing to form triangulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. El arriostre diagonal temporal .de los miembros secundarios trabajan con los arriostres temporales da la cuerda supe- rior y de la cuerda inferior para formar una triangulacion perpendicular al piano del truss y evita qua los trusses se inclinen o caigan como dominds. Install at about 45° on web members (verticals whenever possible); locate at or near bottom chord lateral bracing locations. Repeat at the interval shown. Instate a aproximadamente 45° en los miembros secundarios (verticales cuando sea posible); coloque absjo o cerca de las localizaciones de los arriostres laterales de la cuerda inferior. Repita a los intervalos mostrados. Permanent lateral web bracing requirements are specified separately on the Truss Design Drawing. Refer to BCSI-B3 Summary Sheet - Web Member Permanent Bracing/Web Reinforcement for more information. Requerimientos de arriostre permanente lateral de los miembros secundarios son especificados por separado en el dibujo del diseno del truss. Vea el Resumen BCSI-B3 - Refuerzos y Arriostres de los Miembros Secundarios para mayor informadon. lO'-iS1 max. Same spacing as bottom chord lateral bracing Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. Mono pitch trusses, deep flat trusses and similar high-end-type trusses require temporary lateral and diagonal bracing at the end. Trusses de una sola pendiente, trusses pianos profundos y trusses similares con un extreme profundo requieren arriostre temporal, lateral y diagonal en los soportes a el final. Lateral braces 2x4x12' length lapped over two trusses. Install Bottom Chord Bracing Instale elArriostre de la Cuerda Inferior Lateral and diagonal bottom chord bracing stabilizes the bottom chord -plane. Arriostre lateral y diagonal en la cuerda inferior estabilizan el piano de la cuerda inferior. Install temporary lateral bracing at 15' on-center maximum. Remove, if desired, after the permanent ceiling diaphragm is in place. Instale los arriostres laterales temporales cada 15 pies como maximo. Quitdos, si asiio desea, despues qua el diafragma permanente del cielo raso este colocado. Install permanent lateral bracing at 10! on-center maximum. Specified spacing may be less; check with the Truss Design Drawing and/or the Building Designer. Instale los arriostres laterales permanentes cada 10 pies como maximo. El espadamiento especiflcado puede ser menor; vea el dibujo del diseno truss o veriflque con el disenador del edifido. Install diagonal bracing at inten/als of maximum 20'. Instale arriostres diagonaies a intewalcs de 20 pies maxmo. A IMPORTANT SAFETY WARDING! 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. bracing is installed ®n at Seast the first five trusses. & ADVERTENCIA IMPORTANTE DE A No quite el arriostre de tierra hasts que todos los arriostres de la cuerda superior, de la cuerda • onoo, I I I I I I I I I I I I I I I I I I Repeat Steps Four Through Seven on Groups of Four Trusses Using Option A or B Repita los Pasos 4al7en Grupos de Cuatro Trusses Usando la Opcion Aola Option B Option A: Install long lateral braces on each group of four trusses that have been set with spacer pieces. Install diagonal braces every 20' maximum. Opcion A: Instate arriostres laterales largos en cada grupo de cuatro trusses que han sido colocados con espaciadores. Instate arriostre diagonal cada 20 pies maximo. Option B: Install diagonal bracing on each group of four trusses that have been set with spacer pieces. Opcion B: Instate arriostre diagonal en cada grupo de cuatro trusses que han sido colocados con espaciadores. Lateral braces 2x4x12' length lapped over two trusses. TCTLB spacing TCTLB spacing Spacer options on pg. 4. Diagonal braces every 10 truss spaces (20' max.) Repeat diagonal braces ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED AT THE END OF EACH DAY'S WORK Sheath early... sheath often. Do not wait until all trusses are set to apply sheathing. ASEGURESE QUE TODOS LOS TRUSSES ESTEN PROPIAMENTE ARRIOSTRADOS DIAGONALMENTE AL TERMING DE CADA DIA DE TRABAJO Entable temprano... entable con frecuencia. No espere hasta que todos los trusses esten instalados para aplicar elentablado. as much bracing as is necessary to nail down the next sheet. D© NOT TRUSS LOAD WITH CONSTRUCTION LOADS. BCSI-B4) A ADVERTENCIAI Quite soto t@nto§ arriostres com® $e entablado. NO EXCEDA LA CARSA DE ALTERNATE INSTALLATION METHOD: BUILD IT ON THE GROUND AND LIFT IT INTO PLACE METODO ALTERNO DE INSTALACION: ARMELO EN LA TIERRA Y LEVANTELO EN POSICION 0 Position trusses on the ground. Ensamble los trusses en la tierra. 0 Install web and bottom chord bracing as required by the building designer. Instate los arriostres de los miembros secundarios y de la cuerda inferior como indiqua el disenador del edifido, 0 Install permanent sheathing for stability. Instate el entablado permsnente para estabilidad. 0 Pick up the assembly and set it in place, Levante el ensamblaje y coloquelo en posidon, 0 Be sure to get the proper professional engineering guidance to lift the entire system into place safely and efficiently. Asegurese de obtener la propia guia profesional de ingenieria para 'levaritaf el"sistema'"comfileto"a'su lugar'en forma segura yefide'hie. This d&cument applies to all sloped and fiat chord trusses Kanufactured from 2x_ lumber such as: te documento aplica a todos los trusses inclinados y pianos construidos de madera 2x_ tales como: Gambrel Truss Mono Truss Scissor Truss Flat Truss See Section B2 of the BCSI1-03 Booklet for special conditions such as: Vea la Section B2 del folleto BCSI 1-03 para condiciones espedales tales como: Piggyback Trusses Reid-Spliced Trusses 'Valley Sets and Over-Framing for flat trusses manufactured with 3x2 or 4x2 lumber, Bee Section B7 of the BCSI 1-03 Booklet or the BCSI-B7 Nummary Sheet - Temporary and Permanent Bracing for Parallel Chord Trusses. ra trusses pianos fabricados con madera 3x2 o 4x2, rea la Seccion B7 del folleto BCSI 1-03 o el Resumen BCSI-B7 - Arriostre Temporal y Permanente para Trusses te Cuerdas Paralelas. I I I I I For trusses spaced more than 2'-0" on center, see Section BIO of the BCSI 1-03 Booklet or the BCSI-B10 Summary Sheet - Post Frame Truss Installation and Bracing. Para trusses espaciadas a mas de 2 pies, vea la Seccion BIO del folleto BCSI 1-03 o el Resumen BCSI-B10 - Instalacion y Arriostre de Trusses Post-Frame. :' o.c. 2' o.c. I I I I I I ,'S This document summarizes Part 2 of an 11-part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. OOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • www.woodtruss.com TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 • www.tpinst.org One brace required on each of these webs. Un arriostre se necesita en cada de estos miembros secundarios. Web members within the truss may require some type of permanent bracing or reinforcement to prevent buckling under design loads. In general, bracing provides lateral support to reduce the buckling length of the web; reinforcement adds material to increase the section properties of the web making it more stable. The Truss Design Drawing will indicate which web bracing/ reinforcement option has been assumed in the design. Miembros secundarios en un truss pueden necesitar algun tipo de arriostre o refuerzo para prevenir el pandeo bajo cargas de diseno. En general, el arriostre propordona soporte lateral para reducir la longitud de pandeo de los miembros secundarios, refuerzos aumentan material para incrementar las propiedades de la seccion transversal de los miembros secundarios hadendolos mas estables. El dibujo del diseno del truss indicara si se ha asumido arriostre o refuerzo en el diseno. 0 Braces or reinforcement must be at least 2x4 stress-graded lumber, unless specified otherwise by the Building Designer. Arriostres o refuerzos deben ser por lo menos 2x4 madera graduada por esfuerzo, a menos qua el disenador del edifido espedfique de otra manera. 0 Fasten bracing to each truss with 2-10d (0.128x3"), 2-12d (0.128x3.25"), or 2-16d (0.135x3.5") nails. Asegure los arriostres a cada truss con 2 clavos lOd (0.128 x 3.0 pulgadas), 2 clavos 12d (0.128x3.25pulgadas), o 2 clavos 16d (0.135x3.5. pulgadas). 0 Always refer to the Truss Design Drawing for specific information. Siempre vea el dibujo del diseno del truss para information especifica. SIX METHODS FOR PERMANENT WEB BRACING OR WEB REINFORCEMENT SEIS METODOS PARA ARRIOSTRE O REFUERZO PERMANENTE DE LOS MIEMBROS SECUNDARIOS Continuous Lateral Bracing (CLB) and Diagonal Bracing Arriostre Continue Lateral (ACL) y Arriostre Diagonal If web bracing is required, CLBs are most frequently specified. S; el arriostre de los miembros secundarios es necesariOf ACLs son especificados mas frecuentemente. The Truss Design Drawing will specify the number and location of CLBs. El dibujo del diseno del truss espedficara el numero y la colocadon de los ACLs. CLBs work most efficiently when applied to three or more trusses with similar web patterns. Los ACLs fundonan mas eficientemente cuando se aplican a tres o mas trusses con miembros secundarios similares.~~~~~~i^ _. : . B3Web 20040101 , •ft • ft I- ' Continuous Lateral Bracing (CLB) and Diagonal Bracing (continued) Arriostre Continue Lateral (ACL) y Arriostre Diagonal (continuation) Diagonal bracing °Ptions Opciones ?e arriostre diagonal Permanent continuous lateral bracing Arriostre continuo lateral permanente Some chord and web members not shown for clarity. Algunas cuerdas y miembros secundarios no se muestran por claridad. Repeat diagonal bracing every 20' or as specified. Closer spacing may be required by the Building Designer. Repita el arriostre diagonal cada 20 pies o como digan las especificadones. Espaciamiento menor puede ser exigido por el disenador del edifido. A Always Diagonally Brace the Permanent Siempre Arriostre Continuous Lateral Bracings A Continuo Lateral Permanentes! CLBs must always be diagonally braced for rigidity. Los ACLs siempre deben ser arriostrados diagonalmente por rigidez. CLBs alone DO NOT prevent adjacent braced webs from buckling in the same direction at the same time. Los ACLs solos NO evitan que los miembros secundarios arriostrados se pandeen en la misma direcdon al mismo tiempo. It is the Building Designer's responsibility to indicate how to adequately stabilize the lateral bracing using diagonal brac- ing or some other means. Es la responsabilidad del Disenador del edifido indicar como estabilizar en forma adecuada los arriostres laterales usando arriostres diagonales o de otra manera. Some Truss Manufacturers .will mark web member permanent bracing locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacion de los arriostres permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqul. FIRMAMENT LATERAL BRACING REQUIRED REFER TO TRUSS DESIGN DRAWINGFOR NUMBER & LOCATION OF ERACES ts can only be applied if there are at least three lariy configured trusses in a row with trusses spaced at 6' on-center or less. KLs pueden ser aplicados si hay por lo menos tres sses con miembros secundarios similares uno a cada lado del otroa cada 6 pies o menos. tinforcement options are used when adjacent trusses not have similar web patterns. :/ones de refuerzos se usan cuando los trusses \lyacentes no-tienen miembros secundarios similares^ 2,T-Reinforcement Refuerzos-T vj T-reinforcement; often caiied \ -bracing, typically provides the greatest increase In buckling strength for a given size of Refu&zcs T, '"recuentemente llamados "t-bracing" tipicarnenos prcveen el mayor aumenta en fuerza de pandec, dsoo • un c/e/fo tsmano de material de refuerzo, - • ~ T:;-;,; jizer>erigth -and grade- of the reinforcement lumber and the fastener -schedule is indicated an the Truss -Design E! tamsno, longitud-.y.grsdo de !s madera de refuerzo son como las conecdones necesarlas se indican en ei'dibujo de! d^seno del truss, ' ".''''."'''..'.•''.'• '. • ' , - Reinforcement on one edge -Truss member L-Reinforcement @ ^-Refiierzos-L L-: •5;rp:orcernsnt is similar to T-reinforcement but creates a "'Hat surface on one fece of the truss for the applica- tion of sheathing material. IK :-'efu~rzos-L so/7 slrnlisres a ios refuerz'os-7 pero ":"ssi": i'/'iff suDSfffciff !')!ans &n uns cs !ss csrss d&! tru^ psrs spiicadon de material de revesamiento Truss member • Reinforcement on one edge 4 Scab Reinforcement (3 Refuerzo de scabs |vj Scab reinforcement is instaiieti on one face of the web It can be more structurs-iSy efficient for rnuitiple-piy vv.?.bs and provides easier naiiing due to the wider lap - Scab reinforcement on one face •Truss member Some Truss Manufacturers mark permanent web member reinforcement locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localization de Ios refuerzos permanentes de Ios miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aquf. WEB REINFORCEMENT REQUIRED REFER TO TRUSS DESIGN DRAWINGFOR SPECIFIC INFORMATION f E I I I ' Proprietary Metal Reinforcement Products Productos de Refuerzo de Metal Patentado Metal reinforcement products are installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Productos de refuerzo de metal son instalados .en el filo de los miembros secundarios en la.planta del fabricante de trusses. No requieren atencion adidonal en la obra. • Specially designed metal reinforcement • Truss member fc r i i i Stacked Web Reinforcement Refuerzo de Miembro Secundario Apilado Stacked web reinforcement is installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Refuerzos de miembro secundario apilados son instala- dos en el filo de los miembros secundarios en la planta del fabricante de trusses. No requieren atencion adido- nal en la obra. • Stacked web reinforcement plated to truss member -Truss member BOTE: With careful design consideration and contracting, many trusses can be designed to perform without field applied permanent web bracing or reinforcement; however, permanent bracing for wind, seismic and/or other lateral loads perpendicularto the plane of the trusses is required in every building. fOTA: Con una cuidadosa consideracion en el diseno y contrato, muchos trusses pueden ser disefiados para funcionar sin iostre permanente o refuerzo aplicado en la obra a los miembros secundarios, sin embargo, arriostre permanente para Viento, sismo u otra carga lateral perpendicular al piano de los trusses se necesita en cada edifico. r i i i i I i document replaces WTC&'s: Web Member Permanent Bracing Web Reinforcement TTBPerm TTBReinforce This document summarizes Part 3 of an 11-part informational series titled: Building Component Safety Information SCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. 'ODD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane • Madison, WI53719 608/274-4849 • www.woodtruss.com TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 • www.tpinst.org I I I I I I I I I I I I I I I .Construction loads come from workers, equipment, and building materials on an unfinished structure. For example, bundles of panel sheathing or gypsum board stacked on trusses temporarily create construction loads. Cargas de construction vienen de trabajadores, equipo, y materiales de construction en una estructura sin acabar. Por ejemplo, bultos de entablado de panel o tabla de yeso amontonada sobre los trusses creando cargas de construction. 0 'Make sure that the truss assembly Is properly braced ac- cording to the guidelines in BCSI-B1 and BCSI-B2 before placing any construction loads on an unfinished structure. Asegurese. qua ei montaje de truss este adecuadamente amostrado segun el directriz en BCSI-Bi y BCSI-82 antes de cobcar aiguna carga de construction en una esiruciura sin acabar. ^ Stacking excessive construction loads on floor or roof trusses is an unsafe act. Failure to follow these recommendations could lead to property damage, or worse, serious personal injury or death. Apilando cargas de construction excesivas en trusses de piso u techo es un acto peligroso. Fallar en seguir estas recomendadones puede causar dano a la propiedad, o peor, grave herida personal o muerte. ^, Trusses that have been over-stressed due to excessive construction loading will usually show excessive sagging (deflection), or in more severe cases may show broken webs and/or chord members or web members that have pulled out of the plated joints. Trusses que nan sido estresados de mas debido a cargas de construction excesivas usualmente demuestran una desviadon excesiva, o en casos mas severos pueden demostrar miembros secundarios quebrados y/o miembros de cuerda o miembros secundarios que hanjalado fuera de la lamina de coyunctura. CONSTRUCTION LOADING DOS AND DONTS QUEHACER Y NO HACER CON LAS CARGAS DE CONSTRUCCION DONT stack materials on unbraced trusses. NO amontone materiales sobre trusses que no esten arriostrados. DONT exceed stack heights listed in the table. NO exceda la altura de monton indicada en la tabla que sigue DON'T overload the trusses. NO sobrecargue los trusses. Maximum Stack Height for Material on Trusses Maximua Altura de Monton par Material arriba de los Trusses Material - Material Gypsum Board - Tabla de Yeso Plywood or OSB - Madera Contrachapadu u OSB Asphalt Shingles - Teja de Asfalto Concrete Block - Bloque de Concrete Clay Tile - Azulejo de Barm Height - Altura 12" - 12 pulgadas 16" - 16 pulgadas 2 bundles - 2 bultos 8" - 8 pulgadas 3-4 tiles - 3-4 azulejos f I I I DO distribute toads over as many trusses as pos^ib Position sheets flat with the longest edge oerpenol' to the trusses 55 shown, 5V dsstribuys csrgss soure, 6? mayor numsro ds cruz Que ses poslble, Posldone iBminss con &l flio ///as / I I DON'T allow the stack to lean against walls, or stack materials so they overload single or small groups of trusses. NO permite que el monton se incline contra ninguna pared, o apile materiales para sobrecarguen uno u grupos pequefios de trusses. ' I I I DO stack materials along outside supports or directly . ov6" jnsicle stroports of properly braced structures, o directamente.scare ios soportes de adsntm de estruc- turss G.ue estsn srris&sdss aproriisdarner-is, • I I DON'T overload trusses with materials midway between supports. NO sobrecargue los trusses con materiales a mitad de Ios soportes. DON'T drop loads on trusses. The impact can damage the trusses even if the load is small. NO deje caer cargas arriba de los trusses. El impacto puedo danar los trusses aun que sea pequeha la carga. DO leave'construction materials on lifting equipment un'di instaisttorh if possible. • SI deje msteriaies de construccdon 'srriba de el equlpc ds Ssvantsr hssts is Insisisdon s! es oosibie. DON'T stack materials at locations that will produce instability, such as on cantilevers or near truss-to-girder connections. WO apile materiales en un lugar que puede produdr in- estabilidad como en voladiza o cerca de las conecciones de trusses a viga. Girder Truss I I I This document summarizes Part 4 of an 11-part informational series titled: Building Component Safety Information BCSI1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 16300 Enterprise Lane • Madison, WI53719 608/274-4849 • www.woodtruss.com TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 • www.tpinst.org Every truss is made up of lumber, connector plates andcarefully executed engineering design and manufacturing. Cada truss esta hecho de madera, lamina de connedon, y con ingenieria ejecutada muycuidadosamente. Damage, jobsite modifications or improper installation will reduce the strength of a truss. Contact the Truss Manufacturer or a Design Profes- sional to remedy the condition. Da/To, modificaciones en la obra, o instalacion impropia puede redudr la fortaleza de el truss. Pongase en contacto con el fabricante de los trusses o un profesional de diseno para remediar el problema. Do not cut truss webs. This condition needs a repair. Wo corte a los miembros secundarios de trusses. Esta condition necesita una reparation. FOLLOW THESE STEPS TO CORRECT DAMAGE, MODIFICATIONS AND ERRORS SIGA ESTOS PASOS PARA CORREGTR DANO, MODIFICACIONES Y ERRORES Examples of Damage or Alterations Ejemplos de Dano u Alteraciones Cracked web Damaged plate 1, Report damage, alterations or installation errors to the Truss Manufacturer immediately. Failure to report may void any warranties. Reporte daho, a/teradones o errores de instalacion a el fabricante de los trusses inmediatamente, Falta de reportarlo puede poner en nulo la garantia. 2. Do not attempt to repair the truss without a Repair Truss Design Drawing (R.TDD) from the Truss Manufacturer or a Design Professional. Wo intente reparar el truss sin un dibujo de reparo de el diseno de truss (RTDD) de el fabricante de los trusses o un profesional de diseno. 3, Follow the RTDD exactly and keep a copy on hand; the Building Official, Building Designer or Owner may ask for this document. Siga el dibujo de reparo de el diseno de truss (RTDD) exactamente y siempre tenga una copia a mano; e! oficial de edificio, disenador de edificio, u el dueho puede pedirlo en cualquier momento. 4. If a RTDD is not for the exact field condition or cannot be accomplished, inform the Truss Manufacturer or Design Professional. Si el dibujo de reparo de el diseno de truss (RTDD) no es para la condidon exacts, o no puede ser logrado, informe el fabricante de truss o profesional de diseno. Removed plate COMMON REPAIR TECHNIQUES TECNICAS COMUNES DE REPARO 0 Plywood or oriented strand board (OSB) gussets over damaged plates or joints. Madera contrachapada u (OSB) escudese sobre laminas danadas o ensambladura. 0 Metal naii-on plates. Laminas de metal que se clavan. J3 Lumber scabs or repair frames over broken chords or webs. Scabs de madera o armazdn de reparo sobre cuerdas o miembros secundarios quebrados. 0 Truss plates applied by a portable press. Laminas de truss aplicadas por una prensa portati/. There are no "standard" repair details; they are generated on a case-by-case basis. No hay un "standard" de detalles de reparo; son generados en basis de caso por caso. Examples of Repairs Ejemplos de Reparos Nailed or pressed plate Plywood or OSB gusset VLumber scab BSRepair 20040201 i; OW TO REPORT DAMAGE, MODIFICATIONS OR ERRORS OMO REPORTAR DANO, MODIFICACIONES OERRORES * Distance from damage on the web or chord to the metal plate. Describe the damage directly on the Truss Design Drawing icluded in the jobsite package and provide to the Truss lanufacturer. Include: scriba el dano directamente en el dibujo de diseno de f ssincluidp en el paquete de obra yprppprcipne a el iricante de trusses. Incluye: Location of the truss on the Truss Placement Diagram. Ubicadon de el truss en la esquema de colocaion de truss Is tne truss installed or is it still in the stack? El truss esta instalado u todavfa esta en el monton?r is the lumber damaged? If so, provide: La madera esta danada? Si es asi, propordone: • Location of damaged web or chord.I Ubicadon de Is cuerda o el miembro secundario danado, . .-• Type of lumber damage (e.g. crack, break, cut or I drilled hole). Tipo de dano de madera (ejemplo- quebrado u cortado). I* Dimension of the damaged area (e.g. 4" break or 2" drill hole). Note exact location of defect. Dimension de la area de dano. Ponga la posidon exacta de el defecto. Distanda de el dano en el miembro secundario u cuerda a la lamina de metal. Is.the metal plate damaged? If so, provide: La lamina de metal esta danada? Sies asi, propordone: « Location or number of the damaged plate or joint. El lugar o numero de la lamina o ensambladura dafiado. « Type of plate damage (e.g. loose, gaps, peeling, cut or drilled). Tipo de dano a la lamina (ejemplo- suelto, cortado). « Is there damage to one or both faces of the joint? Hay dano a una o las dos caras de la ensambladura? Digital photos transmitted to the Truss Manufacturer or Design Professional can save time explaining the site situation or circumstances. Fotos digitales transmitidas a el fabricante de trusses o profesiona! de diseno puede ahorrar tiempo en explicando la situadon o las drcumstandas. This example shows a properly repaired truss after it was shortened four inches. £ste ejemplo demuestra un truss qua a sido reparado apropiadamente despues de haber sido reducido cuatro pulgadas. Some Truss Manufacturers mark the trusses with warnings against jobsite modifications. One example is the truss tag shown here. Algunos fabricantes de trusses marcan los trusses con advertendas contra modificaciones en la obra. Un ejemplo es la etiqueta mostrada abajo. I I I This document replaces WTCA's TTB Truss Repair This document summarizes Part 5 of an 11-part informational series titled: Building Component Safety Information BCSI1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 16300 Enterprise Lane • Madison, WI53719 608/274-4849 • wvm.woodtruss.com TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 • vmw.tpinst.org jvjj Gable end frames contain vertical members arranged like "flat studs. They are designed to transfer vertical load. Armazones de hastial contienen miembros verticales puestos como sementales pianos. Estos son disenados para transferir cargas verticales. Gable end frame Amazon de hastial jThey may also experience lateral loads. All sheathing, bracing and connections must be designed to transfer these loads safely into the structure and foundation. Tambien pueden llevar cargas laterales. Todo enfundamiento, arriostramiento y connecciones tienen que estar disenados para transferir estas cargas seguramente a la estructura y fundacion. DESIGN CONSIDERATIONS - CONSIDERACIONES DE DISENO There are a number of factors that go into a properly designed truss system, but the goal is to get the.lateral loads transferred safely into the wall and/or the upper and lower diaphragms. Hay varies ifactores que entran en un sistema de truss disefiado apropiadamente, pero la meta es que las cargas laterales sean transferidas seguramente a la pared y/o las diafragmas super/ores e inferiores. Gable end frame Amazon de hastial WIND FORCE FUERZADE VIENTO . Sheathing Enfundamisnto • End wall Pared ds extreme' Roof diaphragm Dlafragma de tejado) * Ceiling diaphragm Diafragma de techo Under-designed systems can fail in a number of ways. Sistemas disenados bajo estandar pueden fracasar en varias formas. Roof diaphragm Diafragma de tejado , HIGH WIND FORCE FUERZA ALTA DE VIENTO Connection failure between top _ of wall and bottom of gable _ end frame. Fracaso de conecdon entre Is parts superior de la pared y la parts inferior de el hasan'al. }JSB AA Excessive bow in gable end frame Inclination excesiva en fas hastJales 1r~C I Ceiling and finish cracking and related serviceability Issues (i.e. construction defects). Rendlja en el techo o terminado y asuntos re/ao'onados de uO'ffdad (por ejemp/o defectos en la construction). Examples of Gable End Frame Bracing Ejemplos de Arriostramiento de armazon de hastial Gable end frame by Truss Designer Armazon de hastial por el disenador de truss Horizontal L-reinforcement If required Lugar de refuerzo-L si Kquletdo Frame-to-wall connection by Building Designer Conecaon de estructura a pared pof el disefador ds ediftdo Diagonal bracing and blocking by Building Designer . Arriostramiento diagonal y bloqueado por el disenador de edffia'o Ceiling diaphragm by Building Designer Diafragma de techo par si disensdar de edlHdo Blocking by Building Designer Bloqueando por el disenador de edifido Gable end frame by Truss Designer Armazon de hastial por e! disenador de truss Frame-to-wall connection by Building Designer Conecaon de estructura a pared por el diseHador de erffflc/o Bottom chord continuous lateral and diagonal braces by Building Designer Cuerda Inferior continue lateral y arriostramiento diagonal pore/ disefiador tie edlHdo B6Gable-20040401-- DESIGN CONSIDERATIONS (CONTINUED) - CONSIDERACIONES DE DISENO (CONTINUADOS) •This is a sample detail by the Building Designer pecifying gable bracing on e building Mans. !e es un telle de ejemplo par. el disenador pe edifido \sspedficando arriostramiento te hastial en pianos del 'edifido. FASTEN OSB TO FRAMING 6 3'O.C. ON EDGE, 6- 2x4 SVP OUTRIGGER BLOCK SHEETING O.C. IN FIELD WITH 6d-7 AT 24'ON CENTER. EDGESV/mWK /r^CUPTOGABLETOP OF GABLE TRUSS. v / / CHORD WITH HB W;(10) Bd. AT MID-SPAN AND AT 48' O.C. RUN BACK 8'FROM GABLE ATTACH TO GABLEAND TRUSS . - VERTICALS WII3) 1«i 2X4X8'SYP LATERAL BRACE® 48'. FASTENED TO EACH TRUSS Wil- led COMMON. STRAP GABLE TRUSS TO STUD WALL WITH • MSTAIZWTTH(B) 10d @ 48" O.C. BLOCK BETWEEN OUTLOOKEFiS. FASTEN TO GABLE TOP VIIVM TOE-NAILS.c. : TOP CHORD ON GABLE VERTS •AS SPECIFIED BY TRUSS MANUFACTURER. GABLE TRUSS IF VERTICAL ISNOTPRESENT. SCAB FULL HEIGHT VERTICAL FROM BOTTOM CHORD TO TOP CHORD W/(4) 10d EACH END.fTYP) CLIP END OF LATERAL BHACE 'TO GABLE BOTTOM CHORD WITH (2) Hi5 WOT 8d. GABLE BOTTOM CHORD. FASTEN TO TOP PLATE W/10d TOE-NAILS 68" O.C. Truss Designers may supply details to simplify the design process for the Building Designer, but they do not take the place of a full analysis by the Building Designer. This is a sample detail by the Truss Designer specifying the location of web reinforcement for the gable end frame. Disenadores de Truss pueden proveer detalles para simplificar el proceso de diseno para el disenador de edifido, pero estos no toman el lugar de un analisis complete por el disenador de edifido. Este es un detalle de ejemplo por un disenador de truss espedficando el lugar de refuerzo del miembro secundario para el armazon de hastial. Horizontal L-reinforcement Refuerzo-L horizontal Other examples of gable end frame web reinforcement. Otms ejemplos de refuerzo de miembros secundarios de armazon de hastial. • T-reinfbrcement Vertical members with T- or L-reinforcement Miembros verticales con refuerzo-To refuerzo-L Scab reinforcement for structural gable end frames Refuerzo de scab para armazones estructurales de hastial Scab reinforcement on one face Truss member EALLOON FRAMED END WALL RMAZON DEGLOBQ DE PARED EXTREMA The Building Designer may decide to design a balloon-framed end wall, which eliminates the Bleed for a gable end frame entirely. WE/ disenador de edifido puede deddir disenar una pared de extreme con armazon de globo, que elimina la necesidad de un armazon de hastial completamente. pCISSOR TRUSS END WALL PARED DE EXTREME DE TRUSS DE TIJERA fcissor trusses must have a rake wall framed to the sloping ceiling line in order to properly ansfer loads into the ceiling diaphragm. It is difficult, and sometimes impossible, to adequately brace a gable end frame with a flat bottom chord installed next to a scissor truss. npusses de tijera tienen que tener una pared de rastrillo estructurada a la linia de techo mndinada para poder apropiadamente transferir cargas al diafragma de techo. Es diffdl, y a %=ces imposible, atriostrar apropiadamente un hastial con una cuerda inferior plana instalada a el lado de un truss de tijera. t I I I This document summarizes Part 6 of an 11-part informational series tided: Building Component Safety information SCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. OOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane • Madison, WI53719 608/274-4849 • www.woodtruss.com TRUSS PLATE INSTITUTE S83 D'Onofrio Drive Madison, WI 53719 608/833-5900 • www.tpinst.org This document is for PCT made of flat-wise lumber. Este documento es para PCT hecho de made/a plana. These bracing recommendations are for parallel chord trusses (PCT) made with 3x2 or 4x2 lumber oriented flat-wise. PCT are primarily used in floor and flat roof applications. Their wide bearing surface, shallow depths and relatively short spans make them easy to handle and install. . . Estas recomendaciones para trusses de cuerda paralela (PCT) hechos con madera 3x2 o 4x2 orientada plana, El uso primario de PCT es en aplicadones de piso y techos pianos. Su superficie hancha y profundidad superficial y su espacio cortolos hacen fad! de usar e instalar. Top chord bearing PCT are more stable than bottom chord bearing trusses during the erection/installation process due to their center of gravity being beiow the bearing surface. PCTque tienen cuerda superior son mas estables que los trusses que tienen cuerda inferior durante el proceso de ereccion/instalac/on debido a su centm de gravedad estando bajo la superficie de cojinete. BRACING RECOMMENDATIONS - REQUISITOS DE ARRIOSTRAMIENTO & All bracing material must be a minimum of 2x4 stress-graded lumber unless specified otherwise by the Building Designer. Fasten the bracing to each truss with two nails sized lOd (0.128x3") or greater. Todo material de arriostramiento tiene que ser un mi'nimo de 2x4 calificada para tension a menos que sea especificado de otra manera por el disenador de edificio. Sujete el arriostramiento a cada truss con dos clavos de tamano lOd (0.128x3") o mas. Maximum lateral brace spacing: 10' o.c. for 3x2 trusses or 15' o.c. for 4x2 trusses Maximo espacio de arriostramiento lateral: 10' o.c. para trusses 3x2 o 15' o.c. para trusses 4x2 Do not walk on unbraced trusses. No camine sobre trusses que no esten arriostrados. For cantilevers, install diagonal brace on vertical webs at support Para voladizas, instate arriostramiento diagonal en miembros secundarios verticales en el soporte Lateral braces 2x4x12' lapped over two trusses Arriostramiento lateral 2x4x12' traslapado sobre dos trusses Diagonal bracing at 45° typical Arriostramiento diagonal 45° tipico Temporary laterals and end diagonals; or permanent rated panel sheathing, ribbon board, blocking panels, or rim board as specified by the Building Designer, are essential for stability and must be installed on both ends of the truss system. Laterales temporales y diagonales de fin temporales; o entablado callficado permanente, tabla de liston, paneles de bloqueo, o tabla de horde como es especificado por el disenador de edificio, son esendal para la estabilidad y deben ser instalados en los dos fines de el sistema de trusses. Temporary bracing Arriostramiento temporal Ribbon board Tabla de liston Blocking panels Paneles de Bloqueo Rim board Tabla de borde B7PCT 20040401- I I OMMON INSTALLATION ERRORS RRORES COMUNES DE INSTALACION Avoid installing bottom chord bearing PCT upside-down or reversed end-to-end. Evite instalar PCT que tengan cuerda inferior al revez o de reversa de fin a fin. Some Truss Manufacturers mark correct installation positions on the truss itself. Two examples of truss tags are shown here. Algunos fabricantes de truss marcan correctamente las posiciones de instaladon en el truss mismo. Dos ejemplos de etiqueta de truss estan mostrados aquf. STRONGBACK BRIDGING RECOMMENDATIONS REQUISITOS PARA PUENTE DE ESPALDA FUERTE Strongback bridging enhances the performance of trusses by limiting deflection and vibration. Install strongbacks at locations indicated by the Truss Designer or Building Designer. Strongbacks should be minimum 2x6, oriented vertically, spaced 10' o.c., and attached to walls at outer ends or restrained by other means. Puentesde espalda fuerte aumentan los trusses de rendimiento por limitar la deflexion y vibration. Instate espaldas fuertes en lugares indlcados por el disefiador de truss o disehador de edifido. Espaldas fuertes deben ser un mmimo de 2x6, orientados verticalmente, espaciados 10' o.c. ypegados a la pared o fines externos o comedidos de otra manera. Some Truss Manufacturers mark the truss with a recommendation for"strongback bridging. One example of truss tag is shown here. Algunos fabricantes de truss marcan el truss con una recomen- dadon para puentes de espalda fuerte. Un ejemplo el la etiqueta de truss mostrada aqui. INSTRUCTION LOADING -CARGANDO CONSTRUCCION I I I I I I Proper distribution of construction materials is a must during construction. See BCSI-B4 Construction Loading, for specifics, Distribution prop/a de materials de construction es una obligation durante construction. Vea BCSI-B4 Cargsdo de Construction, para espedficaciones de carga.. Position load over as many trusses as possible with longest edge perpendicular to trusses. Positione carga sobre lo mas trusses que sea posible con IB orills mas larga perpendicular a los trusses. Never overload small groups or single trusses. Do not allow materials to lean against walls. Nunca sobrecargue grupos pequenos de trusses solos. No permite que materiales se recarguen en las parades. This document summarizes Part 7 of an 11-part informational series titled: Building Component Safety Information BCSI1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plats Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 16300 Enterprise Lane • Madison, WI53719 608/274-4849 • www.woodtruss.com TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 • www.tpinst.org Wood Truss Council of America Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses WTCA 1 -1995 Developed by the WTCA Engineering Review Committee in cooperation with the Truss Plate Institute I I I I I I I I I I I I I I I I I I I The Wood Truss Council of America publishes standard practice materials prepared and edited by knowledgeable authors from the construction industry to give as much assistance as possible to owners, architects, engineers, contractors, building officials, and others involved in the metal plate connected wood truss industry. The competence of the authors ensures accurate and authoritative information in regard to the subject matter covered, but, of course, neither the Wood Truss Council of America, nor the authors make either express or implied warranties in regard to the use of the materials. 1.0 SCOPE AND DEFINITIONS 1.1 This standard defines the design responsibilities of the individuals and organizations involved in the preparation, submittal, review and approval of each Truss Design Drawing and Truss Placement Plan associated with the use of metal plate connected wood trusses. These guidelines are presented as industry standard practice. The guidelines are not intended to preclude alternate provisions as agreed upon by the parties involved. 1.2 The following definitions shall apply: 1.2.1 "Architect" shall mean the individual registered architect responsible for the architectural design of the structure and who produces the architectural drawings included in the Construction Design Documents. 1.2.2 "Building Designer" is the individual or organization having responsibility for the overall building or structure design in accordance with the state's statutes and regulations governing the professional registration and certification of architects or engineers. This responsibility includes but is not limited to foundation design, structural member sizing, load transfer, bearing conditions, and the structure's compliance with the applicable building codes. Also referred to as registered architect or engineer, building designer, and registered building designer, but hereinafter will be referred to as Building Designer. 1.2.3 "Construction Design Documents" are the architectural drawings, structural drawings, mechanical drawings, electrical drawings, and any other drawings, specifications, and addenda which set forth the overall design of the structure and issued by the Building Designer. 1.2.4 "Contractor" shall mean the individual or organization responsible for the field storage, handling, and installation oftrusses including, but not limited to, temporary bracing, permanent bracing, anchorage, connections and field 1.2.5 1.2.6 1.2.7 1.2.8 1.2.9 1.2.10 assembly. The term "Contractor" shall include those subcontractors who have a direct contract with the Contractor to perform all or a portion of the storage, handling, and installation of the trusses. "Engineer-of-Record" shall mean the registered professional engineer responsible for the structural design of the structure and who produces the structural drawings included in the Construction Design Documents. "Owner" shall mean the individual or organization for whom the structure is designed. "Truss" is an individual metal plate connected wood structural component manufactured by the Truss Manufacturer. "Truss Designer" is the design professional, individual or organization, having responsibility for the design of metal plate connected wood trusses. This responsibility shall be in accordance with the state's statutes and regulations governing the professional registration and certification of architects or engineers. Also referred to as truss engineer, design engineer, registered engineer, and engineer, but hereinafter will be referred to as Truss Designer. "Truss Design Drawing" shall mean the graphic depiction of an individual Truss prepared by the Truss Designer. "Truss Manufacturer" shall mean an individual or organization regularly L'ngaged in the manufacturing of Trusses. "Truss Placement Plan" is the drawing identifying the location assumed for each Truss based on the Truss Manufacturer's interpretation of the Construction Desiizn Document-;. - -Copyright ft~|W5~2000-\Voo<.l Truss-Coiiiici-l-of-A-iiKT-iL-i.-liiL-, I I I I I I I I I I I I I I I I I I I 3.1 4.1 4.2 4.3 2.0 OWNER RESPONSIBILITIES Directly or through its representatives, which may include the Contractor and/or Building Designer; (a) review and approve each Truss Design Drawing; (b) review and approve the Truss Placement Plan; (c) resolve and approve all design issues arising out of the preparation of each Truss Design Drawing and Truss Placement Plan; and (d) coordinate the return of each approved Truss Design Drawing and Truss Placement Plan to the Truss Manufacturer prior to truss manufacturing. 3.0 BUILDING DESIGNER RESPONSIBILITIES Design a structure suitable to ensure that the intended function of each Truss is not affected by adverse influences including, but not limited to, moisture, temperature, corrosive chemicals and gases; Prepare the Construction Design Documents, showing all trussed areas, which must provide as a minimum the following: 3.2.1 Ail truss orientations and locations; 3.2.2 Information to fully determine all truss profiles; 3.2.3 Adequate support of the Truss and all truss bearing conditions; 3.2.4 Permanent bracing design for the structure including the Trusses, except as provided in 3.4 and 6.2.12. 3.2.5 3.2.6 3.2.7 The location, direction and magnitude of all dead and live loads applicable to each Truss including, but not limited to, loads attributable to: roof, floor, partition, mechanical, fire sprinkler, attic, storage, wind, snow drift and seismic; All Truss anchorage designs required to resist uplift, gravity, and lateral loads; Allowable vertical and horizontal deflection criteria; 3.2.8 Proper transfer of design loads affecting the Truss: and 3.2.9 Adequate connections between Truss and non- Truss components, except as noted in Section 6.2.9. 3.3 Review and approve the Truss Placement Plan and each Truss Design Drawing for conformance with the requirements and intent of the Construction Design Documents, the effect of each Truss Design Drawing and Truss Placement Plan on other parts of the structure, and the effect of the structure on each Truss. 3.4 Specify permanent lateral bracing where indicated by the Truss Designer on the Truss Design Drawings, to prevent buckling of the individual truss members due to design loads. The Building Designer shall specify how the permanent lateral bracing is to be anchored or restrained to prevent lateral movement if all truss members, so braced, buckle together. This shall be accomplished by: (a) anchorage to.solid end walls; (b) permanent diagonal bracing in the plane of the web members; or(c) other means when demonstrated by the Building Designer to provide equivalent bracing. 4.0 CONTRACTOR RESPONSIBILITIES Provide to the Truss Manufacturer the Construction Design Documents and all revisions and supplements thereto. Review and approve the Truss Placement Plan and each Truss Design Drawing for conformance with the requirements and intent of the Construction Design Documents, and the effect of the Truss Placement Plan and each Truss Design Drawing on other trades involved in the construction of the structure and the effect of the other trades on the Trusses. Coordinate the review, approval and return of each Truss Design Drawing and the Truss Placement Plan by the Owner and Building Designer. 4.4 Provide the approved Truss Design Drawings, approved Truss Placement Plans, and any supplemental information provided by the Truss Manufacturer to the individual or organization responsible for the installation of the Trusses. 4.5 Comply with the field storage, handling, installation, permanent bracing, anchorage, connections and field assembly- requirements of the Construction Design Documents. 4.6 Determine and install the temporary bracing for the structure..including the Trusses. . Copyright i' 1495-2000 Wood Truss Council of America. Inc. I I I I I I I I I I I I I I I I I I I 5.0 TRUSS MANUFACTURER RESPONSIBILITIES 5.1 Communicate the design criteria from the Construction 5.3 Submit to the Contractor the Truss Placement Plan, as may 5.2 7.1 Design Documents to the Truss Designer. Where required by the Construction Design Documents, prepare the Truss Placement Plan, providing as a minimum 5.4 the location assumed for each Truss based on the Truss Manufacturer's interpretation of the Construction Design Documents. be required, and each Truss Design Drawing for review and approval. Manufacture the Trusses in accordance with the final approved Truss Design Drawings using the quality criteria for Metal Plate Connected Wood Trusses established by the ANSI/TPI 1-1995 "National Design Standard for Metal Plate Connected Wood Truss Construction." 6.1 Prepare the Truss Design Drawings in conformance with the requirements set forth in the latest approved edition of ANSI/TPI 1-1995 "National Design Standard for Metal Plate Connected Wood Truss Construction." 6.2 For each Truss Design Drawing, set forth as a minimum the following: 6.2.1 Slope or depth, span and spacing; 6.2.2 Location of all joints; . 6.2.3 Required bearing widths; 6.2.4 Design loads as applicable: 6.2.4.1 Top chord live load (including snow loads); 6.2.4.2 Top chord dead load; 6.2.4.3 Bottom chord live load; 6.2.4.4 Bottom chord dead load; 6.2.4.5 Concentrated loads and their points of application; and 6.2.4.6 Controlling wind and earthquake loads; 6.2.5 Adjustments to lumber and metal connector plate design values for conditions of use; 6.0 TRUSS DESIGNER RESPONSIBILITIES 6.2.6 Each reaction force and direction; 6.2.7 Metal connector plate type, size, thickness or gage, and the dimensioned location of each metal connector plate except where symmetrically located relative to the joint interface; 6.2.8 Lumber size, species, and grade for each member; 6.2.9. Connection Requirements for: (a) Truss to Truss girder; (b) Truss ply to ply; and (c) Field splices; 6.2.10 Calculated deflection ratio and/or maximum deflection for live and total load; 6.2.11 Maximum axial compression forces in the Truss members to enable the Building Designer to design the size, connections and anchorage of the permanent continuous lateral bracing. Forces may be shown on the Truss Design Drawing or on supplemental documents; and 6.2.12 Required permanent Truss member bracing location. 7.0 OTHER RESPONSIBILITIES Any party who cuts or damages a truss shall be responsible for securing the engineering required for the repair and for subsequent costs. l$v$oi^^ WTCA is committed to promoting the common interests of all engaged in the manufacture of wood trusses and related components to ensure growth, continuity, and increased professionalism in our industr}'. Fundamental to this is promoting the safe, economic, and structurally sound use of trusses in all applications. Reproduction of this color document without permission of WTCA is prohibited. Copyright © 1995-2000 Wood Truss Council.of America. Inc. "D-R1ZSP dOOROn TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124™ AVENUE VANCOUVER, WA 98684 m Timber Products Inspection (TP) and General Testing and Inspection (GTI) are code recognized by the International Conference of Building Officials (ICBO) Evaluation Service Accreditation AA-664 and nationwide by the National Evaluation Service (NES). This is to verify that: INLAND EMPIRE TRUSS INC 1755 BROWN AVE RIVERSIDE, CA 92509 Is currently an active member in good standing in the TP Third Party Truss Auditing Program and has been since JANUARY, 1992 The Plant is audited under the International Building Code Section 2303.4 Date: DECEMBER 9. 2003 BRIAN HENSLEY TRUSS MANAGER - WESTERN DIVISION I I I I I I I I I I I I I I I I I I I LEGACY REPORT ER-1607 Reissued June 1, 2003 ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office # 5360 Workman Mill Road, Whittier, California 90601 # (562) 699-0543 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599-9800 Regional Office # 4051 West Flossmoor Road, Country Club Hilte, Illinois 60478 # (708) 799-2305 Legacy report on the 1997 Uniform Building Code1 DIVISION: 06—WOOD AND PLASTICS Section: 06170—Prefabricated Structural Wood MODEL 20, TW18 AND TW16 METAL CONNECTOR PLATES FOR WOOD TRUSSES TRUSWAL SYSTEMS CORPORATION 1101 NORTH GREAT SOUTHWEST PARKWAY ARLINGTON, TEXAS 76011 1.0 SUBJECT Model 20, TW18 and TW16 Metal Connector Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General: Model 20, TW18 and TW16 are metal connector plates for wood .trusses. The plates are manufactured to various lengths, widths, and thicknesses or gages, and have integral teeth that are designed to laterally transmit load between truss wood members. Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. Floor-ceiling or roof- ceiling assemblies described in this report using wood trusses with metal connector plates have one-hour fire-resistive ratings. 2.2 Materials: 2.2.1 Model 20 and TW18 Connector Plates: Model 20 plates are manufactured from minimum 20-gage-thick [0.036 inch (0.91 mm)], ASTM A 653, Grade 37, structural-quality steel with a hot-dipped galvanized zinc coating designated G60. TW18 plates are manufactured from minimum 18-gage- thick [0.047 inch (1.19 mm)], ASTM A 653, Grade 37, structural-quality steel with a hot-dipped galvanized coating designated G60. Each plate has slots approximately7/^ inch (11.1 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite-facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately V4 inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approximately Ve inch (3.2 mm). Connector plates are available in 1-inch (25.4 mm) increments of width and length. Minimum plate width and length are 1 inch (25.4 mm) and 3 inches (76.2 mm), respectively. See Figure 3 for details of plate dimensions. There are eight teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 3/fl inch (9.5 mm), and the width of each tooth is approximately Va inch (3.2 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 35 degrees with respect to the plate width. Adjacent longitudinal rows of teeth are twisted in the opposite direction. 2.2.2 TW16 Connector Plates: TW16 plates are manufactured from minimum 16-gage-thick [0.058 inch (1.47 mm)], ASTM A 653, Grade 37, structural-quality steel with a hot-dipped galvanized zinc coating designated G60. Each plate has slots approximately V2 inch (12.7 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite-facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately V3 inch (8.5 mm) on center across the width of the plate and approximately 1V4 inches (31.8 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approximately 5/a inch (15.9 mm). Connector plates are available in 1-inch (25.4 mm) increments of width and 1V4- inch (31.8 mm) increments of length. Minimum plate width and length are 3 inches (76.2 mm) and 71/2 inches (190.5 mm), respectively. See Figure 4 for details of plate dimensions. There are 4.8 teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 7/16 inch (11.1 mm), and the width of each tooth is approximately 5/32 inch (4 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 42 degrees with respect to the plate width. Adjacent longitudinal rows of teeth are twisted in the same direction. 2.3 Allowable Loads: 2.3.1 Mode! 20, TW18, and TW16 Plate Connectors: Tables 1, 2, 3 and 4 provide allowable lateral loads, tension loads, shear loads, and reduction factors for Model 20, TW18, and TW16 plate connectors. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TP11-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when requested by the building official. 2.3.2 Lateral Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed to transferthe required load without exceeding theallowable load per square inch of plate contact area, based on species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TP11-1995. Table 1 specifies allowable lateral loads for the metal connector plates. JCC-ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2003 [ANSI Page 1 of 6 Page 2 of 6 ER-1607 2.3.3 Tension Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed for tension capacity, based on the orientation of the metal connector plate relative to the direction of load. Design fortension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 specifies allowable tension loads for the Model 20, TW18, and TW16 metal connector plates. Additionally, the -net section of the metal connector plates for tension-joints must be designed using the allowable tensile stress of the metal adjusted by the metal connector plate tensile effectiveness ratios shown in Table 2. 2.3.4 ShearResistance: Each Model 20, TW18, andTW16 metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. Table 3 provides allowable shear loads for the Model 20, TW18, and TW16 metal connector plates. Additionally, the net section of the metal connector plates for heel joints and other joints involving shear must be designed using the allowable shear stress for the metal connector plates adjusted by the shear resistance effectiveness ratios shown in Table 3. 2.3.5 Metal Plate Reductions: Several allowable load reduction factors for the metal plates must be considered cumulatively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The load reduction factors are as follows: 1. Allowable lateral resistance values for the Model 20, TW18, and TW16 metal connector plates must be reduced by a strength reduction factor, QR, shown in Table 4, when the plates are installed in lumber with a single-pass, full-embedment roller system. The strength reduction factor, QR, is applicable for roller diameters equal to or greaterthan roller diameters shown in Table 4. This reduction does not apply to embedment hydraulic- platen presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-platen presses that feed trusses into a stationary finish roller. When trusses are fabricated with single-pass roller presses, the calculations forthe truss design submitted to the building department for approval must specify the minimum diameter of the roller press and the appropriate strength reduction factor from this report. 2. Allowable lateral resistance values for the Model 20, TW18, and TW16 metal connector plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the Model 20, TW18, and TW16 metal connector plates are installed in lumberhaving a moisture content greater than 19 percent at the time of truss fabrication. 4. Allowable lateral resistance values for Model 20, TW18, and TW16 metal connector plates installed at the heel joint of fabricated wood trusses must be reduced by the heel-joint reduction factor, HR, as follows: HR = 0.85 - 0.05(12tan9 - 2.0) where: 0.65 < HR < 0.85 6 = angle between lines of action of the top and bottom chords as shown in Figure 5. This heel-joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.6 Combined Shear and Tension: Each Model 20, TW18, and TW16 metal connector plate must be designed for combined shear and tension capacity, based on the orientation of the metal connector plate relative to the directions of loading. Design for combined shear and tension must be accordance with Section 11.2.4 of ANSI/TP11-1995. 2.3.7 Combined Flexure and Axial Loading: Metal connector plates designed for axial forces only are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bottom chord not located within 12 inches (305 mm) of the calculated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2304.3.4 of the code. Calculations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design drawing, the following minimum information should be specified by the design engineer: 1. Truss slope or depth, span and spacing. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of metal connector plates at each joint 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earthquake loads. 7. Design calculations conforming to ANSI/TPI 1-1995 or UBC Section 2343 (which is based on the Design Specification for Light Metal Plate Connected Wood Trusses, TPI-85), and any adjustments to lumber and metal connector plate allowable values for conditions of use. 2.5 Truss Fabrication: Model 20, TW18, and TW16 plate connectors shall be installed by an approved truss fabricator who has an approved quality assurance program covering the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the code and Section 4 of ANSI/TPI 1-1995, National Standard for Metal Plate Connected Wood Truss Construction. The aiiowabie loads recognized in this report are for plates that are pressed into wood truss members using hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-platen presses that feed trusses into a stationary finish roller press. When truss fabricators use single-pass roller presses, the rollers must have minimum 16- or 20-inch (406 or 508 mm) diameters, depending on the reduction factor, QR, specified in the design calculations. 2.6 One-hour Fire-resistive Floor-ceiling or Roof-ceiling Assemblies: 2.6.1 Assembly No. 1: See Figure 6 for details. 2.6.1.1 Trusses: Wood trusses are parallel-chord trusses having an overall minimum depth of 12 inches (305 mm). Trusses are spaced a maximum of 24 inches (610 mm) on center. 2.6.1.2 Strongback Bracing: Bracing must be minimum 2- by-6 grade-marked lumber oriented vertically, and must be installed perpendicular to trusses on maximum 10-foot (3048 Page 3 of 6 ER-1607 mm) centers. Braces are attached to each truss with a minimum of three 10d nails. 2.6.1.3 Roof-FloorSheathing: Floor or roof sheathing shall be minimum 19/32-inch-thick (15.1 mm) tongue-and-groove plywood. Long edges are installed perpendicular to trusses. Plywood sheathing is attached in accordance with Section 2322 of the code. 2.6.1.4 Ceiling Membrane: Two layersof V2-inch-thick(12.7 mm) USG Gold Bond Fire Shield® Type X wallboard are applied directly to the bottom chord members of the wood truss. The base ply is applied perpendicular to the trusses and is attached to the wood chord members with 1'^-inch- long (31.8 mm), Type S drywall screws or 17/8-inch-long (47.6 mm), 6d cooler or box nails, spaced 24 inches (610 mm) on center. The face ply is also applied perpendicular to the trusses with side and butt joints staggered 24 inches (610 mm) from the joints of the base ply. The face ply is attached to the bottom chord members with 17/8-inch-long (47.6 mm), Type S drywall screws spaced 12 inches (305 mm) on center, or 23/e-inch (60.3 mm), 8d cooler or box nails spaced 7 inches (178 mm) on center. Additionally, 1V2-inch-long (38.1 mm), Type G drywall screws are installed 3 inches (76.2 mm) from the face ply butt joints and are spaced 12 inches (305 mm) on center. Face layer joints and screws or nailheads are covered with joint compound and are taped. 2.6.2 Assembly No. 2: See Figure 7 for details. 2.6.2.1 Trusses: Wood trusses are labeled Truswal SpaceJoists®, and must comply with evaluation report ER- 3687. Overall minimum truss depth is 10% inches (273 mm). SpaceJoist trusses are spaced a maximum of 24 inches (610 mm) on center. SpaceJoist trusses must have SpaceJoist metal webs having minimum 5/16-inch-long (8 mm) teeth. The continuous portion of the metal web member of the SpaceJoists must be located at the bottom chord, and the break in the web member must be located at the top chord. Splices in the bottom wood chord member are permitted provided they occuroutsidethe middle third of the truss span. See ER-3687 for details of the Truswal SpaceJoist. This fire-resistive assembly using Truswal SpaceJoists requires a factory-installed TrusGuard™, a No. 30 gage [0.013 inch (0.33 mm)] steel channel, attached along the entire length of the bottom wood chord member of the truss. The TrusGuard is attached to the bottom chord with metal connector plates pressed through the sides of the steel channel. Splices in the TrusGuard must occur at metal connector plate locations and must be lapped a minimum of 6 inches (305 mm). 2.6.2.2 Roof-Floor Sheathing: Floor or roof sheathing shall be minimum 23/32-inch-thick (18.2 mm) tongue-and-groove plywood with exterior glue. Long edges are installed perpendicular to trusses, and end joists are staggered a minimum of 4 feet (1219 mm). Plywood sheathing is attached with minimum 6d ring-shanked nails with spacing in accordance with Table 23-l-Q of the code. A 3/8-inch (9.5 mm) bead of AFG-01 adhesive is applied to the top chord of the trusses and in the plywood grooves before installation of sheathing. A single layer of minimum 23/32-inch-thick (18.2 mm) tongue- and-groove structural wood-based sheathing underlayment, having a minimum floor span rating of 24 inches (610 mm), may be used as an alternate to the plywood sheathing. 2.6.2.3 Lightweight Concrete Floor Topping (Optional): Optional perlite or vermiculite aggregate or gypsum concrete may be placed on top of the wood sheathing without affecting the fire-resistive rating. Minimum thickness of the concrete fill is 3/4 inch (19 mm). A plastic or paper vapor retarder should be placed on the wood sheathing before placement of the concrete. Forta-Fill (ER-4147) and Gyp-Crete (ER-3433) may be placed__on_the flooring without affecting the fire^resistiye rating, provided the topping is installed in accordance with its evaluation report. 2.6.2.4 Strongback Bracing: Bracing must be minimum 2- by-6 grade-marked lumber oriented vertically and must be installed perpendicular to trusses on maximum 10-foot (3048 mm) centers. Braces are attached to each truss with a minimum of three 10d nails. 2.6.2.5 Ceiling Membrane: One layer of 5/a-inch-thick (15.9 mm), USG, Type C wallboard is applied directly to the bottom chord members of the wood truss. All joints must be blocked with minimum 3V2-inch-wide (89 mm) steel channels orwood members. All wallboard edges are attached to the wood chord members or blocking with 15/8-inch-long (41.3 mm), TypeS drywall, spaced 8 inches (203 mm) on center. Wallboard joints and screws are covered with joint compound and are taped. 2.7 Identification: Model 20, TW18 and TW16 plates are embossed with the identifying marks "TW20," "TW18," and "TW16," respectively, stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995, for the Model 20, TW18 and TW16 plates; and a quality control manual. 4.0 FINDINGS That the Model 20, TW18 and TW16 metal connector plates for wood trusses comply with the 1997 Uniform Building Code™ (UBC), subject to the following conditions: 4.1 4.2 4.3 4.4 4.5 4.6 4.7 4.8 Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. Model 20, TW18 and TW16 metal connector plates are designed to transfer the required loads using the design formulae in ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when this is requested by the building official. The allowable loads for the metal connector plates comply with this evaluation report. Metal connector plates are not permitted to be located where knots occurin connected wood truss members. Metal connector plates are installed in pairs on opposite faces of truss members connected by the plates. Trusses using metal connector plates described in this report must be fabricated by a truss fabricator approved by the building official in accordance with Sections 2311.6 and 2343.8 of the UBC. Allowable loads shown in the tables in this report may be increased for duration of load in accordance with Section 2304.3.4 of the UBC. Allowable loads shown in the tables in this report are not applicable for metal connector plates embedded in lumber treated with fire-resistive chemicals. 4.9 Where one-hour fire-resistive construction is required, refer to Section 2.6 of this report, or to evaluation report ER-1352 or ER-1632, for descriptions of code-complying floor-ceiling or roof- ceiling fire-resistive assemblies. This report is subject to re-examination in two years. Page 4 of 6 ER-1607 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES PLATE MODEL TW16 TW18 and Model 20 LUMBER Species Douglas fir Hem-fir Southern pine Spruce-pine-fir Spruce-pine-fir Timber Strand® Western woods Douglas fir Hem-fir Southern pine Spruce-pine-fir Spruce-pme-fir Timber Strand19 Western woods Specific Gravity 0.49 0.43 ...-.0.55- -...:_. 0.42 0.50 .Q-69. 0.36 0.49 0.43 0.55 0.42 0.50 0.69 0.36 DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE1.2'3 AA EA AE EE Allowable Load (pounds per square inch of plate contact area) 157 108 156 112 136 181 101 186 150 195 187 189 198 130 161 120 159 110 150 . 172 114 169 125 172 131 163 178 116 111 86 140 81 119 132 . 79 143 117 181 126 159 181 105 132 99 131 93 117 153 50 133 114 . 154 116 142 166 101 For SI: 1 psi = 6.89 kPa. 'See Figure 1 for an explanation of the position of plates with respect to wood grain and teeth orientation. 2Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 'Values are based on the Gross Area Method. TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES PLATE MODEL TW16 TW18 Model 20 DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 1 0°90° ALLOWABLE TENSION LOAD (pounds per linear Inch per pair of plates) 1,906 1,032 789 1,133 1,160 882 0°90° TENSION LOAD EFFICIENCY RATIO 0.72 0.48 0.48 0.43 0.54 0.54 For SI: 1 pound/inch = 0.175 N/mm. ' 'The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. See Figure 2 for a visual explanation. TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES PLATE MODEL TW16 TW18 Model 20 DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 0°1 30°60°90° | 120°150° ALLOWABLE SHEAR LOAD(pounds per linear inch per pair of plates) 1,091 845 640 1,094 917 693 1,441 1,046 792 1,088 616 473 943 673 509 789 630 483 DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 0° | 30°60°90°120°150° SHEAR LOAD EFFICIENCY RATIO 0.61 0.59 0.59 0.62 0.64 0.64 0.81 0.73 0.73 0.61 0.43 0.43 0.53 0.47 0.47 0.44 0.44 0.44 For SI: 1 pound/inch = 0.175 N/mm. TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, QR, FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES INSTALLED WITH SINGLE-PASS ROLLER PRESSES PLATE MODEL "TW16 TW1 8 and Model 20 LUMBER SPECIES SPECIFIC GRAVITY" 0.49 0.50 0.49 0.50 ROLLER PRESS DIAMETER (inches) 16 1.00 0.80 0.92 0.76 20 0.89 0.89 0.99 0.94 For SI: 1 inch = 25.4 mm. 1 The Qn value for the lumber species specific gravity of 0.49 applies to all wood species combinations with published average specific gravity of 0.49 or lower, and the QK value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with published average specific gravities of 0.50 or higher. Page 5'of 6 ER-1607 • LDAD _ LOAD 5 5 I i 2 i = LOAD— — 3 a s i s 3 s •"r s x x = s == = = 3! = = = Illlllllll Illlllllll Illlllllll Illlllllll Illlllllll - • LQAD iiiiinii nun LDAO— Illlllllll Illlllllll _±^" Illlllllll Illlllllll I - • ' LDAD AA ORIENTATION AE ORIENTATION EA ORIENTATION | LOAD III = = =5 = 3= = = I LOAD EE ORIENTATION FIGURE 1 — PLATE ORIENTATIONS ' \ X f ODE LENGTH — | GREE PLATE: ORIENTATI > ON f 1- WIDTH -j X z Ul \ 90 DE Illlllllll Illlllllll Illlllllll SREE PLAT Illlllllll Illlllllll Illlllllll EORIENTA > TION r FIGURE 2 — PLATE WIDTH and LENGTH Longitudinal Axis CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD 1/4 Width 3/3 — j j— 7/16' Tip of tooth hos a spiral rotation of approxlnotely 35 degrees w/r to the base of the tooth CNot shown). ENLARGED TOOTH DETAIL Note* All dimensions are aroximate Longitudinal Axis 5/32 Wid-th = 3* 1/3- -J 1 CTD CZD _ .,, Tip of tooth has a spiral rotation of approximately 48 degrees w/r to the base of "the tooth <Not shown). ENLARGED TDOTH DETAIL Nafe* All dlm^nsiom are aDnrmrimati* For SI: 1 inch = 25.4 mm. FIGURE 3—TRUSWAL MODEL 20 and TW18 CONNECTOR PLATE For SI: 1 inch = 25.4 mm. FIGURE 4—TRUSWAL TW16 CONNECTOR PLATE FIGURE 5—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HK, APPLIES Page 6 of 6 ER-1607 12" Minimum 1. Minimum 19/32" (11.9 mm) thick T&G plywood 2. Minimum 12" (305 mm) depth Truswal FlorTrus™ truss spaced 24" (610 mm) o.c. maximum 3. 2x6 strohgback bridging/bracing at lO'-O" {3048 mm) o.c. 4. Two layers of VS (12.7 mm) thick USG Gold Bond Fire Shield® Type X wall board For SI: 1 inch = 25.4 mm. FIGURE 6—ONE-HOUR FIRE ASSEMBLY NO. 1 (SEE SECTION 2.6.1 FOR COMPLETE DETAILS) 10 3/4" Minimum 5/8" 1. Optional lightweight floor topping 2. Minimum 23/32" (18.2 mm) thick T&G structural wood sheathing 3. Minimum 10%" (273 mm) depth Truswal SpaceJoist® truss spaced 24" (610 mm) o.c. maximum 4. 2x6 strongback bridging/bracing at 10-0" (3048 mm) o.c. 5. Factory-installed TrusGard™ No. 30 gage steel channel 6. One layer of 5/8" (15.9 mm) USG Type C wall board For SI: 1 inch = 25.4 mm. FIGURE 7—ONE-HOUR FIRE ASSEMBLY NO. 2 (SEE SECTION 2.6.2 FOR COMPLETE DETAILS) ROOF TRUSS PLACEMENT PLAN rO 1 •» a. r. -2-40 ^ff0§ 7? a- y v MI6HAEL CREWS DEVELOPMENT - ESCOmuO, 6A A /^ !sii«» | li! i <J> S IS (\ yv TRUSS ENGINEERING 1755 Brown Avenue Riverside, CA 92509 Empire Truss Phone: (951)300-1758 Fax: (951)300-1769 TRUSS ENGINEERING Engineering Dept DATE: 9 May 2005 CUSTOMER NAME: Michael Crews Development PROJECT NAME: "Matchplay Condominiums" (PN: RE251) PLAN / ELEV: 1 / A. DESIGNED BY: Michael Smith SALESMAN: Ernie Castro, Jr. The truss drawing(s) referenced by the above project name have been prepared by Inland Empire Truss Inc., under my direct supervision. My license renewal date for the state of California is June 30,2006. Trusses have been designed per CBC-01. WARNING Read all notes on this sheet and furnish a copy to the Erecting Contractor, these designs are for individual building components. It is based on specifications provided by the component manufacturer and is designed in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by building designer and contractor prior to fabrication. The building designer shall ascertain that the loads utilized on these designs meet or exceed the loading required and imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by the rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace trusses in accordance with the following standards: QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES - (QST-88), HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (HIB-91) and HD3-91 SUMMARY SHEET by TPI, Certification is to verify the truss to carry the applied loads. The input loads and dimensions were provided by others and must be verified and approved for the specific application by the project design professional! Permanent bracing is required (by others) to prevent rotation / toppling. See Hffi-91 (attached) and ANSI/TPI1-2002; 10.3.4.5 AND 10.3.4.6. 1. Top chords must be sheathed or purlins provided at spacing shown on the truss design. Bottom chords require lateral bracing at 1C ft. Spacing, or less if no ceiling is installed, unless otherwise noted. Anchorage and/or load- transfer connections to trusses are the responsibility of the building designer/job engineer. Do not overload roof or floor trusses with stacks of construction materials. Do not cut or alter trass member or plate without prior approval of a professional engineer. Care should be exercised in handling, erection and installation of trusses. LATERAL BRACING As required per truss engineering drawings. Date: 05-09-2005•David Baxter ,.':The seal ;on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. 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DI BO] H H •H ffl -H 0) W h? Hffl -H 4J Q H B t£ b tci h ioom j ft(o voj o^TO ii^.nua:* 3. H n 8°. u N n u tn vo mm ••• a »g1 " E '5 .2 McaoU CO Q 1 3J Q T)aatQ S3 5 S S-i*Ps",vjocs"1 = i5'=r"Oc'Sui-ilslll§Ista - fe ^ | a * I d 1 -"> s "5 11 II •? I£!„ = II-1 tq e S|j ^S^^^-e _: i: S^S^ P •* DETAILS RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THESE DETAILS DO NOT REPLACE OR 5UPERCEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT. NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNECTIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED THAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. : TRUSS CONNECTION TO EXTERIOR BEARING WALLS u 24"O.C.(TYP) BLOCK DBL. TOP PLATE TRUSS (TYP) SECTION A-A PROCEDURE: 1. TOE-NAIL BLOCK TO TRUSS WITH 1-16d COMMON NAIL. 2. PLACE NEXT TRUSS AGAINST BLOCK AND TOE-NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3. END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL. 4. PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1-3. 5. BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQIIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS BOT. CHORD OF TRUSS OR END VERTICAL RUN THROUGH TO BEARING. I I 1 WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE-NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL 'X1 BRACING IS MIN. 2X3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS , >— Hi- BOT. CHORD-7 1-1 6d COMMON — ri a— 4 ^J 1- _m-"V— -W— SECTION B NAIL OR 2X BLOCKIN 1 C WALL PARALLEL TO TRUSS^T-- — , 24" O.C. _g-,^T ^13^ 1 ft m^-^*;5 L (/^ SECTION C - ^i.9X T P (TYP.) " 1-1 6d COMMON NAIL SIMPSON STC (OR EQUIV.) TRUSS CLIP.OR SIMPSON STC (OR EQUIV.) TRUSS CLIP. TRUSS TO PLATE CONNECTION- DETAILS \S Empire Tnus 1755 Brown AvenueRiverside, CA 92509 -Phone:(951}300-1758 7 i^Fax: (951) 300-1769^/ 8 DEC. 2003 >y DETAIL X MAXIMUM OVERHANG FOR OUTLOOKERS GRADE HF#2 DF#2 SIZE 2X4 2X6 2X4 2X6 DESIGN LOADS (PSF.) 24 1.'-9" 2'-0" 1 * 1 n" 2'-1" 28 1'-9" 2'-0" 1 * 1 n" 2'-1" 32 r-g" 2'-0" 1 ' m" 2'-r" •36 1'-9" 2'-0" 1 ' -t n" 2-1" MAXIMUM GABLE END TRUSS LENGTH WITH UNSUPPORTED VERTICALS. BASED ON MAX. LENGTH OF 6 —3 USING STANDARD 1/4" HEEL ON B.C. LENGTH IN FEET = .156.5 • :. PITCH PITCH 3/12 4/12 5/12 6/12 MAX. LENGTH 52'-2" 39'- 1" 71' 7" 26'- 1" DESIGN MEETS: TPI/UBC -2X RIDGE BLOCKING GABLE END ^ 2-16d ®.T FIRST COMMON TRUSS — v K V 7 KU5S = f / 2'-O" / S EA. CONNECTION 1K^x FASCIA OUTLOOKER SEE ABOVE TABLE .OUTLOOKER DETAIL DETAIL (B) GABLE END TRUSS -2X4 DIAGONAL BRACE OR 16' MAX. OFF C_ 'LATE LINE COMMON TRUSS BRACING DETAIL DETAIL® 2X4 B.C 2X4 GABLE END ASSEMBLY WITH FLAT MEMBERS 16d @ 18" OC. •2X4 KICK PLATE •PLASTER OR DRYWALL CEILING NAILED PER U.B.C, SECTION A-A DETAIL© 2X2 OR 2X3 CONNECTOR PLATES TWO PLATES AT EACH END OF STUD ALLOWABLE SHEER - 330#/STUD ALLOWABLE HOLDING = 548#/STUD (ALTERNATE:, TWO 7/16" X 1 3/4" STAPLES AT EACH END) 2X3 OR 2X4 STUDS © 16" O.C. SPF. STUD GRADE OR BETTER NOTCHES FOR OUTLOOKERS WAX. 1 1/2" DEEP 'GABLE-END' TRUSS 'DETAILS-V-'hone: (951)300-1758 /Fax: (951) 300-1 769^/ 1 1/2" NOTCH BY OTHERS '1x4 ADD ON BY OTHERS IF NOTCHES DO NOT FALL ON STUDS AS SPECIFIED ON PLANS •2X3 PLATES (TYP.) UNLESS NOTED 2X3 OR 2X40 1 6" OC. STRUCTURAL GABLE TRUSS - NON DRAG (WITH FULL BEARING) • FIRE RESISTANT MATERIAL AS SPECIFIED BY ARCHITECT. AS SPECIFIED ON PLANS 1 1/2" NOTCH BY OTHERS 2x4 ADD-ON BY OTHERS 2X3 PLATES (TYP.) UNLESS NOTED 2 X 3 OR 2 X 4 © 16" OC. FIRE RESISTANT MATERIAL AS SPECIFIED BY. ARCHITECT. STRUCTURAL FILL and/or DRAG TRUSS REFER TO STRUCTURAL ENGINEER OF RECORD FOR ALL OUT OF PUNE BRACING AND ATTACHMENT REQUIREMENTS. 'BRACING FOR GABLE END TRUSS SRT"T OF 2 Empire Truss 1755 Brown AvenueRfcerside(CA-92509 Phone: (951)300-1758 ..Fax: (951)300-1769^ 2X3 OR 2X4 WEBS 16" O.C. 2X4 TOP CHORD 2X4 BRACING 2X BACKING 2-2X4 TOP PLATE BACKING DETAILfoptionaO DETAIL (A) 2X BOTTOM CHORD DIAGONAL BRACE SPACING 48" ,2X3 OR 2X4 WEBS O 16" O.C. SPF STUD GRADE OR BETTER GABLE END TRUSS 2X4 BRACING 2X4 RIDGE BLOCKING STANDARD TRUSS PLATE BRACING DETAIL DETAIL© REFER TO STRUCTURAL ENGINEER OF RECORD FOR ALL OUT OF PL^NE BRACING AND ATTACHMENT REQUIREMENTS. "BRACING"TOR"GABIE END TRUSS""SHT :I OF"2" 1755 Brown Avenue.Rwers!de,-CA -92509- Phone:(951)300-1758^Fax: (951) 300-1769 , . COMMON OR GIRDER TRUSS CALIFORNIA RAFTERS 0 24" O.C. 2" X 6" CONTINUOUS RIDGE BOARD RIDGE BLOCKS COMMON TRUSS -PLYWOOD SHEATHING: RUN UNDER VALLEY FILL ON TOP .CHORD DOUBLE 2 X 4"TOP PLATE- MAIN SPAN TRUSSES /r BEARING WALLS. 7^COMMON TRUSSES RIDGE DETAIL A PLAN VIEW -BEARING WALL OR GIRDER TRUSS MAXIMUM RAFTER SPANS WITHOUT SUPPORT DETAIL B ELEVATION CALIFORNIA VALLEY FILL DETAILS -SUPPORT AS REQUIRED 2X4 - S'-O" MAX * 2X6 - 12'-0" MAX * * BASED ON 16 PSF. LL & 14 PSF. DL USING DFL #1 LUMBER. Ida**st&*~ Empire Truss 1755 Brown Avenue •~RiversidereA-92509- Phone:(951)300-1758<S>ax: (951) 300-176!), 4 VALLEY JACKS - VALLEY PADS JACK POSTS JACK PURUNS - "RIDGE BOARD RIDGE POST SPACED 24" O.C. CLEAR SPAN NOT TO EXCEED S'-O". FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. - 1X6 OR 2 - 2X4's. 2X4.'s TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8'-0" O.C. AND NAILED TO JACK PURUNS. 2X4X4'-0" SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS'ARE NAILED. - MINIMUM 2x6 No.2 HEM-FIR. 2X4's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5'-0" O.C. AND NAILED TO RIDGE PURLIN. RIDGE PURUN - -2X4 WHOSE LENGTH IS 1/2 THE VALLEY. WIDTH-AT.-THE -POINT- INDICATED BY A RIDGE POST. NAILING PER U.B.C. 1994. RIDGE BOARD TRUSSES @ 24" O.C/ RIDGE PURLIN VALLEY JACKS VALLEY PAD JACK PURLIN RIDGE BOARD RIDGE PURLIN VALLEY JACKS O 24" O.C. RIDGE POST VALLEY FILL BRACING DETAILS •JACK POST •END WALL GABLE END, OR GIRDER TRUSS. "X. /*" 8 DEC. 2003 "\ » ' DETAIL » Empln Truss 1755 Brown AvenueRiverslde,-CA-92509 • Phone:(951)300-1758wFax: (951)300-1769-, DOUBLE 2X4 PLATEFIRST COMMON TRUSS HIP TRUSS SINGLE OR DOUBLE HIP TRUSS -2 X 4 RAFTERS . FLYERS 2 X 6 HIP CONTINUOUS UP TO VERTEX; OVERHANG RIPPED DOWNTO 2 X 4 PROGRESSIVE BLOCKING OR 2X4 HANGERS a'-cr SETBACKciM -VARIES -DETAIL© DETAIL A PLAN VIEW -DETAIL HJ VERTEX LATERAL BRACING RIDGE— . -\ _ i SHAPED BLOCK- DETAIL B ELEVATION "^> —COMMON TRUSSES FRAMING WHERE HIP RAFTERS DO NOT MEET AT COMMON TRUSS. 2 X 6 HIP •2-16d NAILS IACK TOP CHORD HIP CONNECTION JACK TOP CHORD t JACK TOP CHORD 2" X 6" HIP ^ FIRST COMMON ( TRUSS V DETAIL© x-FIRST COMMON( TRUSS JACK TOP CHORD> 2" X 6" HIP -) DETAIL(D) FIRST COMMON TRUSS DETAIIALTERNATE HIP CONNECTIONS "HIP GUNNECTIUN""D'ETAIIS" Empire Truss 1755 Brown Avenue - - Riversicte;-CA -92509 - k Phone:(951)300-1758 Vfax: (951)SO" HIP TRUSS SINGLE OR DOUBLE HIP GIRDER TRUSS .2.X 4 RAFTERS "FLYERS 2X6 HIP CONTINUOUS UP TO VERTEX; OVERHANG RIPPED DOWN TO 2 X 4 2x FIR STRIP APPLIED ALONG HORIZONTAL > CHORD SEE DETAIL (T) 16d O 24 OC: 2x FIR STRIP \ x MAXI 1 N\ NuM \ \ / '/_y A\ HIP PL S .AN YS" VIEV ^ /" ^ FEN V \ /} x- ^ — SINGLE OR DOUBLE HIP GIRDER TRUSS DETAIL© V DETAILQ • DETAIL (5) 2x SCAB SECTION A 16d @ 6" OC. I DETAIL 2a HIP TOP CHORD EXTENTION 'PLAN VIEW 2x FIR STRIP 16d @ 24" OC. -16d ® 6° oc. SCAB-ON TAIL * MATCH TOP CHORD LUMBER SPECIES DETAIL 1 HIP GIRDER FIR STRIP ELEVATION DETAIL 2b HIP TOP CHORD EXTENTION ELEVATION "HIP" SYSTEtvTDETAILS ^V /r 8 DEC. 2003 \X ' DETAIL X Empire Truss 1755 Brown Avenue• RiversiderCA -92509 — Phone:(951)300-1758 J :7 I I I I I SET BACK 6'-0" 8'-0" 9'-0" 10'-0" n'-o" 12'-0" 13'-0" COMP. LOADING 2X4 #1 & BETTER 2X6 #2 2X6 #1 2X8 #2 2X8 #1 (2X10 #2) 2X10 #1 1-2X12 #2 2-2X8 #1 1-2X12 #1 2-2X10 #2 TILE LOADING 2X4 #1 & BETTER 2X6 #2 „ (* 2X8 #2) ^ ff (* 2X6 SS) 2X8 #1 2X10 #2 1-2X12 #2 2-2X8 #1 1-2X12 #1 2-2X10 #2' 2-2X10 #1 2-2X12 #2 DESIGN CRITERIA: TILE LOAD = 16+14 = 30 PSF. COMP. LOAD = 16+8 = 24 PSF. DESIGN BASED ON 4:12 OR GREATER ROOF PITCH. ALL LUMBER \S DFL. DESIGN CONSIDERS 24" TAILS, UNLESS NOTED *. DESIGNS CHECKED FOR BENDING & HORIZONTAL SHEAR. NOTE SPECIAL CONDITIONS WITHOUT TAILS *. MEETS ALLOWABLE DEFLECTION OF L/180 LIVE LOAD /UBC. HIP RAFTER SEE TABLE DESIGN CRITERIA; TC LL 16 PSF TC DL 14 PSF BC LL 10 PSF BC DL 5 PSF SPACING: 24" O.C. MAX. LOAD DURATION INCREASE LUMBER PER NDS-91 1.25 DEFLECTION CRITERIA: RAFTER = L/180 LIVE LOAD CEILING JOIST = L/240 LIVE LOAD RAFTER; _____ 2X4 NO. 1 & BTR HFR TO 8'-5" CLEAR SPAN 2X4 NO. 2 DFL TO 8'-0° CLEAR SPAN 2X4 NO. 1 DFL TO S'-T CLEAR SPAN 2X4 NO. 1 & BTR DFL TO 9'-2" CLEAR SPAN 2X6 NO. 2 DFL TO 11'-9" CLEAR SPAN 2X6 NO. 1 DFL TO 12'-6" CLEAR SPAN /12 QR 2X3 CLEAR SPAN ^, SUPPORT=CL£AR SPAN y •WEBS: 2X3 OR 2X4 STANDARD HF OMIT VERTICAL WEB IF TOP CHORD IS ADEQUATELY SUPPORTED. -SUPPORT WITH SIMPSON U24 HANGER IF VERTICAL WEB IS USED CEILING JOIST; 2X4 NO. 1 & BTR HFR TO 9'-7" CLEAR SPAN 2X4 CONST. DFL TO 9'-8" CLEAR SPAN. 2X4 STD. OR STUD DFL TO 9'-5" CLEAR SPAN. 2X4 NO. 2 DFL TO 9'-10" CLEAR SPAN 2X4 NO. 1 DFL TO 10'-0" CLEAR SPAN 2X4 NO. 1 & BTR DFL TO 10'-6" CLEAR SPAN 2X6 NO. 2 DFL TO 12'-6" CLEAR SPAN NOTE: 1. CONNECTOR PLATES SIZED FOR HANDLING ONLY, AND MAY BE REPLACED WITH 4"X4"X3/8" PLYWOOD BOTH SIDES, NAIL W/2-8d NAILS IN EACH MEMBER. " JACK' &f'flTP"RAFTER DETAILS Empire Truss 1755 Brewn AvenueRiversiderCA-92509- Phone:(951)300-1758s_Fax: (951) 300-1769 ., PRESSURE BLOCK IN BETWEEN JACKS, OMIT IF JACK HAS VERTICAL WEB- PRESSURE BLOCK IN BETWEEN JACKS END JACK! \O'-O" MAX. BEAM OR RIM JOIST ALT. DETAIL PRESSURE BLOCK IN BETWEEN JACKS - •LEDGER: NAIL TO STUDS W/2-16d 9 EA. STUB OMIT PRESSURE BLOCK BEAM OR RIM JOIST p_ • " t * • ., 2-16d TOENAILS f PER SIDE AND 2-16d 1 IN EACH PRESSURE BLOCKv\\\•;I / / ^— BEAM RIM J J V — r— 4-16d PER BLOCK (BLOCK EACH BAY)- SECTION A-A -EACH TRUSS IS NAILED TO BEAM TEMPORARILY W/2-16d TOENAILS, THEN PRESSURE BLOj ARE ADDED PRESSORE""BLOCK" "DETAILS Empire Truss 1755 Brown AvenueRIverside.-CA 92509 ^hone: (951) 300-175B I I I I I I I 1 I I I I I I I I I 1 I 3-3 3-3 3-3 3-3 PLATFORM FOR F.A.U. I6d NAILS @ 12" O.O. PLATFORM FOR F.A.U. (ALTERNATE; NOTE 2*3 PLATFORM FOR F.A.U. I6d NA1L5 6 12" O.O.NOTE 2 $ 3 PLATFORM FOR F.A.U. f ALTERNATE; NOTES: 1. PLATED TRUSS BOTTOM CHORD TO BE DESIGNED FOR THE APPROPRIATE F.A.U. LOAD. 2. 2x ADD-ON TO BE PROPERLY BLOCKED ON BOTH ENDS TO PREVENT ROTATION. 2. BLOCKING TO BE MINIMUM 1X4 W/ 2-6d NAILS. "F.AiU. PLATFORM DETAiLS Empire Truss 17S5 Brown Avenue- Riverside, CA-92509 Phone:(951)300-1758vFax: (951)300-1769 -, EDGE NAILING SEE NOTE 4- • ST.RUCTURAL TRUSS SIMPSON A35 FOR SPACING, SEE TABLE "A STAGGER 16d NAILS FOR SPACING, SEE TABLE "B" ROOF-SHEATHING SHEAR PANEL (SEE NOTE 1) OR DRAG TRUSS 2X BLOCKING (DF--L) • . TABLE A SIMPSON A35 SPACING: SPACING O.C. 12" 18" 24" 32" 36" 48" ALLOW. SHEAR LOAD, PLF. 450 300 225 170 150 ' .. .1 1.3 TABLE B 16d NAIL SPACING ALLOW. SPACING O.C. 4" 6" 8" 10" 12" ALLOWABLE PLF. 375 250 188 150 125 EDGE NAILING SEE NOTE 4 STRUCTURAL TRUSS SIMPSON A35 FOR SPACING, SEE TABLE "A" ROOF SHEATHING TRUSS ON WALL -SHEAR PANEL (SEE NOTE 1) OR DRAG TRUSS NOTES: 1. SEE ARCHITECTURAL PLANS FOR PROPER MATERIAL AND NAILING FOR ROOF SHEATHING AND SHEAR PANELS. 2. SEE TABLES FOR PROPER A35 AND 16d SPACING. 3. SEE ARCHITECTURAL OR STRUCTURAL PLANS FOR DRAG TRUSS LOADING. SHEAR" WALL'DETAILS Empire Truss 1755 Brawn Avenue Riverside; CA-92509- Phone:(951)300-1758^Fax: (951) 300-1769^ I I I I I I I I I I I I I I I I I I I NOTES: 1. SOFFIT IS INSTALLED ON SCISSOR TRUSSTO PROVIDE A VAULTED TYPE CEILING.2. SINCE THEY ARE DESIGNED TO CARRY CEILINGWEIGHT ONLY, THEY ARE CONSIDERED "NON-STRUCTURAL".ALTERATION OF ANY SOFFIT, SUCH AS CUTTING IN THEFIELD TO MAKE BOTTOM CHORD SHORTER OR LONGER,DOES NOT AFFECT THE STRUCTURAL INTEGRITY OFTHE BASIC SCISSOR TRUSS. "FIELD CUTTING" IS ALLOWED..3. ~SOFFIT LUMBER NEED ONLY BE MINIMUM GRADE. - : FOR 2X4 HF #2, MAX. 9'-2" SPAN.4. VERTICALS ARE USUALLY AT 60" O.C., • BUT MAY BE -AT GREATER SPACING DEPENDING ON BOTTOM .'•..'.",CHORD LUMBER USED. MAX. 9'-2" SPACING.5. ONLY MINIMUM SIZE PLATES ARE REQUIRED,' TYPICALLY 1.5X3. 6. ALTERNATE (FIELD MODIFICATION OF SOFFIT)MAY BE USED IN PLACE OF 1.5x3 PLATE.2-16d SINKERS -SOFFIT LADDER FRAMING: 2X4 BETWEEN TRUSSES @» TOP AND BOTTOM CHORDS, NAIL W/ 2-16d EA. END (TYP) TO BE SUPPLIED BY OTHERS. h t 1 / V JV , 24" f =— = .. , 36"MAX. * V JV , 24" f — • . ^~ ==- ' -ROOF TRUSSES SOFFIT &'LADDER FRAMING DETAILS Empln Truss 1755 Brown Avenue - Rrverslde.iCA -92509 ^hone: (951)300-1758 I I I I I I I I I I I I I I I I I I I CAP TRUSS * SUPPORT TRUSS .« REFER JO TRUSS CALCULATION FORCAP TO SUPPORT TRUSS CONNECTION DETAIL AT DRAS/SHEAR LOCATION. «* INSURE THAT ROOF DIAPHRAM MATERIAL . LAPS OVER JUNCTION BETWEEN SUPPORT TRUSS AND CAP TRUSS. TRUSS (2) I6d SINKERS - TOENAIL 2x4 CONTINUOUS SUPPORT BRACIN6. ATTACH TO TOP CHORE'S (TOP SIDE; OF SUPPORT TRUSS WITH (3) \bd SINKERS. SEE NOTE **- DETAIL "A I -fr=f TT ' f 7l, 32" OC. MAX.r /\\£_ ' 11 A II ^ CAP TRUSS'DETAIL Empire Truss 1755 Brown Avenue..... Rlverside,-CA -92509- ~>hone: (951) 300-1758Fax:(951)300-1769_ "Jo! tutis»« oigSQ^fe Si**§5siiiis^ zmo.uiu.xxO «5i UJ Q I o;: