Loading...
07-1164 (GRES) Truss Calcsk LQI -VG ! '—' S' +_•'�o .€r rylr-yi flfl 1SN0O a0J '� -4N,.. GaAOHddV NIPx , JIL TSIGINIED A...- T R S RESIDENTIAL COMMERCIAL 6 FLOOR TRUSSES 85-435 MIDDLETON STREET, THERMAL CALIFORNIA 92274 OFFICE: (760) 397-4122 • FAX: (760) 397-4724 www.spates.com l� MAY 15 ��Ol II II II II II 11 II II II II IS IN G G II II II - .07 II II Tl p II CN ti II II T1 Jacks SBARBARO ADDITION PAGE NO: 1 OF 1 WB -I "TION" ll wer I": IqWe: 4W* -W M Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Er_ , Websx4 SPF 1650f -1.5E Trusses or components connecting to this girder have been modified by the truss designer. The loading for this girder requires verification for accuracy. SPECIAL LOADS Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA ALPINE ITW Building Components Group, Inc. Sacramento, CA 95928 ••WARNING•• TRUSSES RF.OUIRC E%IRI:MF. CARE 111 FABRICATION. IIANDLING. STEPPING. INSTALLING AND BRACING. RFFER 10 BC51 (BUILDING C0 POREMI SAFETY INFORMATION). PUOLISIIEO OY IPI (TRUSS PLA1E INSTITUTE, RIB RN'RIR I.F.F. SIRF.E T, SUITE 31].. AI.I:AAHDRIA. VA, 22JIA) AND NTCA (HOOD TRUSS COUNCIL OF AMERICA, G300 EMIERPRISE ).ANE, MADISON, NI 53'!19) FOR SAFEFY PRACEECFS PRIOR TO PERFORMING WISE FURCT IONS. UNLESS OTHERWISE INDICAIr0 TOP CIE 0RD SHALL HAVE PROPERLY ATI'ACRED STRUCTURAL PANELS ANO'BOTIOM CNORD SMALL IIAVE A PROPERLY AIIACIIEU RIGID CEILING. **1MPORTANT-9'uxxlsll AEC OPY OF TIIIS DESIGN TO HIE INSFAI.I.A )'ION CONTRACTOR. 11'N BUILDING COMPONENTS GROUP. INC. $IIALI. N01 I RSPONSIDI.Ii 1'OR nxr O:VI..... )'ROM ""S BI: 51 GN: Axr Pnn.uIT r0 nun.D nn: )Russ IN CONFORMANCE Nltll TPI: OR FAORICATING. IIA NIIL I NG. .1III PPING, IN5IALL NG A GRACING OF IRII55[S. DESIGN CONFORMS NEED AP P I. I CA D I.I: PROVISIONS OF NOS (NAI'I o NAL DESIGN 5PFG. BY ATA 1, A) AND IPI. ALPINE CONNrCI OR PLAITS ARE HAD 1: OF 20/10/1GGA (N,II/SS/K) ASIM A653 GRADE: 00/60 (N. K/II,SSI GALV. SIEEL. APPLY PLAIES TO EACH FACE: OF TRUSS AND. UNLESS OT'xERNISC LOCAIC0 ON T1115 DESIGN, POSITION PER DRAWINGS IGOA-Z. Axr INSPEcrlox m P1.AIEs FOL1.oxr.0 Br n) sunLl. nE PI:R nxncA A3 OF IPI1-2007. 51:[ 7.ED, A sEA1. px nn s Di:SNGNG SIIONN`AICSIIIECSUII A011. IOY ANDF USEIOFAIIII SGCOMPDXCHIRF OR ANY BU11. 01HGOIS 111 EO RESPONSIBILITYMor TIIE BUILOING DESIGNER PER ANSI/;PI I SEC. 2. , FES$/Q�T` /A ` �� W = y 0> V �o O � y * �{ C �. OFC TC LL 20.0 PSF T C D L 1 8 . 0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT . L D . 48 .0 P S F REF R795- 10054 DATE 05/08/07 DRW CAUSR795 o77zaool CA -ENG PCH/CWC --(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) SPACING 24.011 TC From 76 PLF at 0.00 to 76 PLF at 6.63 TC From 120 PLF at 6.63 to 196 PLF at 10.50 TC From 196 PLF at 10.50 to 120 PLF at 14.38 TC From 76 PLF at 14.38 to 76 PLF at 21.00 BC From 122 PLF at 0.00 to 122 PLF at 6.63 BC From 122 PLF at 6.63 to 122 PLF at 14.38 BC From 122 PLF at 14.38 to 122 PLF at 21.00 TC 543 LB Conc. Load at 6.63, 14.38 ffl hip supports 6-7-8 jacks with no webs. Corner sets are conventionally framed. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIPH1103. Support hip raft-.... ..441. ,4 C_7_1A n r _._.. 0-5-8 M IM -_DWG PM FROF_TER IMOADS MSIONMITTED MSS MFM 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (IOd_Box_or_Gun_(0.128"x3",_min.)_nails) Top Chord: 1 Row @ 8.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 70 mph wind, 9.56 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=10.8 psf, wind BC DL=5.2 psf. Wind reactions based on MWFRS pressures. Roof overhang supports 2.00 psf soffit load. Deflection meets L/240 live and L/180 total load. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 3X7 (Al) 3X7 (Al) �E 5-9-8 _I_ 4-8-8 4-6-12 5-11-4 _I ( 5-9-8 T 4-8-8 4-8-8 5-9-8 i 6-7-3 i 8-5-9 I_ 5-11-4 I R=2937 U=180 W=3.5" 21-0-0 Over 2 Supports 0-5-8 R=2937 U=180 W=3.5" 2-7-14 8-0-0 (SBARB-11ADDITION off ill in later IlLot: JlPhase: -- , ** - T1) PLT TYP. Wave TPI Design Crit: TPI-1995(STD) 7.25.0411.16 0TY:1 CA/2/2/-/E/R/- Scale =.375"/Ft. Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA ALPINE ITW Building Components Group, Inc. Sacramento, CA 95928 ••WARNING•• TRUSSES RF.OUIRC E%IRI:MF. CARE 111 FABRICATION. IIANDLING. STEPPING. INSTALLING AND BRACING. RFFER 10 BC51 (BUILDING C0 POREMI SAFETY INFORMATION). PUOLISIIEO OY IPI (TRUSS PLA1E INSTITUTE, RIB RN'RIR I.F.F. SIRF.E T, SUITE 31].. AI.I:AAHDRIA. VA, 22JIA) AND NTCA (HOOD TRUSS COUNCIL OF AMERICA, G300 EMIERPRISE ).ANE, MADISON, NI 53'!19) FOR SAFEFY PRACEECFS PRIOR TO PERFORMING WISE FURCT IONS. UNLESS OTHERWISE INDICAIr0 TOP CIE 0RD SHALL HAVE PROPERLY ATI'ACRED STRUCTURAL PANELS ANO'BOTIOM CNORD SMALL IIAVE A PROPERLY AIIACIIEU RIGID CEILING. **1MPORTANT-9'uxxlsll AEC OPY OF TIIIS DESIGN TO HIE INSFAI.I.A )'ION CONTRACTOR. 11'N BUILDING COMPONENTS GROUP. INC. $IIALI. N01 I RSPONSIDI.Ii 1'OR nxr O:VI..... )'ROM ""S BI: 51 GN: Axr Pnn.uIT r0 nun.D nn: )Russ IN CONFORMANCE Nltll TPI: OR FAORICATING. IIA NIIL I NG. .1III PPING, IN5IALL NG A GRACING OF IRII55[S. DESIGN CONFORMS NEED AP P I. I CA D I.I: PROVISIONS OF NOS (NAI'I o NAL DESIGN 5PFG. BY ATA 1, A) AND IPI. ALPINE CONNrCI OR PLAITS ARE HAD 1: OF 20/10/1GGA (N,II/SS/K) ASIM A653 GRADE: 00/60 (N. K/II,SSI GALV. SIEEL. APPLY PLAIES TO EACH FACE: OF TRUSS AND. UNLESS OT'xERNISC LOCAIC0 ON T1115 DESIGN, POSITION PER DRAWINGS IGOA-Z. Axr INSPEcrlox m P1.AIEs FOL1.oxr.0 Br n) sunLl. nE PI:R nxncA A3 OF IPI1-2007. 51:[ 7.ED, A sEA1. px nn s Di:SNGNG SIIONN`AICSIIIECSUII A011. IOY ANDF USEIOFAIIII SGCOMPDXCHIRF OR ANY BU11. 01HGOIS 111 EO RESPONSIBILITYMor TIIE BUILOING DESIGNER PER ANSI/;PI I SEC. 2. , FES$/Q�T` /A ` �� W = y 0> V �o O � y * �{ C �. OFC TC LL 20.0 PSF T C D L 1 8 . 0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT . L D . 48 .0 P S F REF R795- 10054 DATE 05/08/07 DRW CAUSR795 o77zaool CA -ENG PCH/CWC SEA N 12822 D U R .FAC . 1.25 F ROM DS SPACING 24.011 JREF- 1T75795_ZO6 11 . 1 E 1 WARNING ! BCSkI-B►1 SUMMARY SHEET -GUIDE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF TRUSSES (12006 EDITION) GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify Los trusses no estan marcados de ninglin mcdo que the frequency or location of temporary lateral identifique la frecuencia o localizad6n de restricd6n lateral restraint and diagonal bracin . Follow the Yarriostrdiagonale temporales. Use las resu menta 'on es recommendations for handling, installing and de manejo, instalad6n, restriccifin y arriostre temporal de temporary restraining and bracing of trusses. los trusses. Vea el folleto BCSI Guia de Buena Pr3ctira Refer to BCSI Guide [o Good Practice for para el Mando. Instalad6n. Restrioi6n y Arriostre de los Handling Installing. Restraining & Bracing of Trusses de Madera Conectados ren Placas de Metal para Metal Plate Connected Wood Trusses for more informad6n mbs detallada. detailed information. Los dibujos de diseno de los trusses pueden especificar las Truss Design Drawings may specify locations of localizadones de restricd6n lateral permanente o refuerzo permanent lateral restraint or reinforcement for en los m!embros individuales del truss. Vea la hoja individual truss members. Refer to the BCSI-B3 resumen BCSI-B3 - Restricci6n/Ardostre Permanente de Summary Sheet -Permanent Restraint/Bracing Cuerdas y Miembros Secundados para mbs informad6n. of Chords & Web Members for more information. EI resto de los disenos de arriostres permanentes son la All other permanent bracing design is the responsabilidad del Disenador del Edifido. responsibility of the Building Designer. ® The consequences of improper handling, erect- ing, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, levantamiento, instalaci6n, restricc!6n y arrisotre incorrecto puede ser la cada de la estructura o a6n peor, heridos o ...muertos. © Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when Roaop cutting banding. Empaques y placas de metal tienen bordes afilados. Use guantes y lentes protectores cuando torte los empaques. HANDLING - MANEJO A Avoid lateral bending. — Evite la Flexi6n lateral. © The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. EI contratista tiene la responsabflidad de recibir, descargar y almacenar adecuada- mente los trusses en la obra. .1 meati - If trusses are to be stored horizontally, place blocking of sufficient height beneath the stack of trusses at 8' to 30' on center. For trusses stored for more than one week, Cover bundles to prevent moisture gain but allow for ventilation. Refer to BCSI Guide to Good Practice for Handling. Installing. Restraining & Bracing of Metal Plate Connected Wood Trusses for more detailed information pertaining to handling and jobsite storage of trusses. Si IDs trusses estaran guardados horizon- talmente, ponga bloqueando de altura suficiente tetras de lade os ila I trusses. p Para busses guardados por mas de Una semana, cobra los paquetes para prevenir aumento de humedad pero pennita venti- lad6n. Vea el folleto ren Placas de Metal para informad6n mas 'detallada sobre el manejo y almacenado de IDs trusses en Brea de trabajo. © Use special care in Utilice cuidado windy weather orespecial en dias Beer puwer lines ' ventosos o cerca de and airportscables electricos o de aeropuertos. GDo not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. GDo not store on No almacene en uneven ground. tierra desigual. HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES STEPS TO SETTING TRUSSES Spreader bar LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES ® Warning! Don't overload the crane. for truss iAdvertencia! IND sobrecarga la � 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 grtia! Never use banding alone to lift a bundle. trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing below). 5) Install diagonal bracing to stabilize the first five trusses Do not lift a group of individually banded bundles. (see web member plane (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). Nunca use s6lo los empaques para levantar un paquete. " O O QUse proper rig- Use equipo apropiado ging and hoisting para levantar e equipment. improvisar. GDo not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. GDo not store on No almacene en uneven ground. tierra desigual. HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES STEPS TO SETTING TRUSSES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES ® Warning! Don't overload the crane. ' iAdvertencia! IND sobrecarga la � 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 grtia! Never use banding alone to lift a bundle. trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing below). 5) Install diagonal bracing to stabilize the first five trusses Do not lift a group of individually banded bundles. (see web member plane (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). Nunca use s6lo los empaques para levantar un paquete. 7) Repeat process on groups of four trusses until all trusses are sec No levante un grupo de empaques individuales. 1) Instate los arriostres de tierra. 2) Inde el primero truss y ate seguramente al arriostre de QA single lift point may be used for bundles tierra. 3) Instale IDs pr6ximos cuatro trusses con restriccifin lateral temporal de miembro Corto with trusses up to 45. (vee abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre Two lift points may be used for bundles with trusses up to 60'. 0 Warning! Do not over load supporting diagonal para IDs pianos de IDs mfembros secundarios para estable los primeros dnco trusses (vea abajo). 6) Instale la restriod6n lateral temporal y arriostre diagonal para la cuerda inferior Use at least 3 lift points for bundles with structure with truss bundle. (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos IDS trusses trusses greater than 60'. iAdvertencia! No sobrecargue la estructurar esten instalados. Puede usar un solo lugar de levantar para apoyada con el paquete de trusses. ® Refer to BCSI-82 Summary Sheet - Truss Installation & Tempos Restraint/Bracing for more paquetes de trusses hasty 45 pies.Information. pies o menos. Puede usar dos puntDs de levantar para Place truss bundles in moble position. paquetes mos de 60 pies. Puse paquetes de trusses en Una position Vea el res6men BCSI-B2 - Instalaci6n de Trusses y Arr!ostre Temporal para mayor Use por to menos fres punbos de levantar para estable. informaci6n, paquetes mas de 60 pies. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES EL RESTRICCI6N/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. INSTALLATION OF SINGLE TRUSSES BY HAND A 12 This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. - INSTALACI6N POR LA MANO DE TRUSSES INDIVIDUALES ° �. --Este mi todo de restricci6n y arriostre es para todo trusses excepto busses de cuerdA paralelas Trusses 20' , Trusses 30' or 3x2 y 4x2. or less sup ' less support at r 1) TOP CHORD— CUERDA SUPERIOR port at peak. Top Chord Temporary Lateral Restraint (TCTLR) Spacing Lon itud de Tramo quarter points. Up to 30' r . Levante Hasta 30 pies 10 pies mbximo 30' [0 45' Levante de t del pito IDs 45' to 60' 6' o.c. max. 45 a 60 pies IDs cuartos 60' to 80'* trusses de 60 a 80 pies* 4 pies maximo Trusses de Cuerdas de tramo los Paralelas para mbs 20 pies oI t- Trusses up to 20' � trusses de 30 I Trusses u P to 30' E -► menos. Trusses hasta 20 pies pies o menos. Trusses hasty 30 pies IOISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDMDUALES QHold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posici6n con equipo de gnia hasta que la restricci6n lateral temporal de la cuerda superior este instalado y el truss est6 asegurado en IDs soportes. ® Warning! Using a single pick -point at the peak can damage the truss. iAdvertencia! EI use de un solo lugar para levantar en el pito puede hater dano al truss. HOISTING RECOMMENDATIONS FOR SINGLE V_w TRUSSES 60' or less RECOMENDACIONES PARA LEVANTAR TRUSSES INDMDUALES Approx. 1/2 —� Tagline truss length TRUSSES UP TO 30' _ oreader bar TRUSSES HASTA 30 PIES Too-inT� oe-in Attach Locate Spreader bar IV D.C. Spreader bar 1/2 to above or stiffbadk max. 213 truss length —�I mid -height Tagline TRUSSES UP TO 60' J/ —y TRUSSES HASTA 60 PIES Spreader bar to 364 truss length TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-B2 Summary Sheet - Truss Installation & Temporary Restraint/Bracina forTop Chord Temporary more Information. Lateral Restraint Vea el resumen BCSI B2 - Restdccf6n/ (TCTLR) 2x4 min. c Ardostre Temporal y Instalacf6n de los TI1Lpara mbs Informaci6n. QLocate ground braces for first truss directly in line with all rows of top chord temporary lat- eral restraint (see table in the next column). =90* Coloque IDs arriostres de tierra para el primer truss directamente en linea con cada Una de Brace first truss las filas de restriccifin lateral temporal de la E— securely before cuerda superior (vea la table en la pr6xima erection of additional columna). trusses. Do not walk on unbraced trusses. 4 No camine en trusses i sueltos. Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Lon itud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies mbximo 30' [0 45' 8' o.c. max. 30 a 45 pies 8 pies mbximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies maximo Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. See BCSI-B2 for TCTLR options. Vea el BCSI-B2 para las opciones de TCTLR., ®Refer to BCSI-83 Sum- mary Sheet - Permanent Restraint/Bracing of Chords & Web Members for Gable End Frame restraint/bracing/ reinforcement information. Para informaci6n sobre restriccf6n/arriostre/refuerzo Q Para armaz6n de hastial vea el resumen BCSI-B3 - Re- stricci6n/Arriostre Ground bracing not shown for clarity. Permanente de Cuerdas v Miembros Secundar!os. 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT & DIAGONAL BRACING Web Members ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY Repeat diagonal braces for each set of 4 trusses. Repita IDs arrisotres diagonales para cada grupo de 4 trusses. Bracing Chords IMPORTANTES! Diagonal Braces every 10 Q� 10'-15' max. Same spacing as truss spaces (20' max.) bottom chord lateral Restraint Some chord and web members not shown for clarity. 3) BOTTOM CHORD — CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. C Bottom chords Diagonal Braces every 10 truss spaces (20' max.) 10'-15' \ I /Some chord and web members max. not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA RESTRICCI6N Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Q Refer to BCSI-B7 Diagonal Bracing Summary Sheet 10' or 15'•rRepeat Diagonal Bracing - Temporary ra Per- manent Restraint/ _ti► every 15 truss spaces (30) Bracing for Parallel Chord Trusses for 718" more information. V Vea el resumen Apply Diagonal Brace to - BCSI-B7 - Restric- vertical webs at end of ' ci6n v Arriostre cantilever and at bearing All Lateral Restraints Temporal v Permanente de locations. lapped at least two trusses. Trusses de Cuerdas `Top chord Temporary Lateral Restraint spacing shall be Paralelas para mbs 10' o.c. max. for 3x2 chords and 15' o.c. for 4x2 chords. informaci6n. 1-1/2" INSTALLING'- INSTALACION Material DutDfPlane`. QTolerances for Out -of -Plane. To erancias para Fuera-de-Plano. Max.Bow--�-_-„ •. ..• •. -- �-- Length ~I '-•. _ fl •. _ - � LI Mme. Bow Length I. Out of Plumb, D150 D (ft.) 1/4" 1 1/2" 2' Max. Bow Truss Length 314" 12.5'- 718" 14.6' V 16.7' Max. Bow 3/4" 3' 18.8' --------------------- 9Length J1-1/8" p 1" 4' 1-1/4" 20.8' - n I o I Plumb a Tolerances for bob •. Out-of-Plumb 1.1/4" 5' 1-112" 6' 1-3/4" 7' 1-3/8" 22.9' 1-1/2" 25.0' 1-3/4" 29.2' Tolerandas para 0/50 max Fuera-de-Plomada. �' 2" 2Z Ex33.3' 2" CONSTRUCTION LOADING — CARGA DE CONSTRUCCION QDo not proceed with construction until all lateral restraint and bracing is securely and properly in place. No proceda con la construcci6n hasta que todas las restric- c!ones laterales y los arriostres esten colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to BCSI-84 Summary Sheet -Construction Loading for more information. No exceda las m6ximas alturas recomendadas. Vea el restimen BCSI-B4 Carga de Construcci6n para mayor informaci6n. Mfr Maximmun Stack Heightlry '&. 1�5 w'? for Material on Trusses+ `' Material Haight Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8' Clay Tile 3-4 tiles high 0 Do not overload small groups or single trusses. (Ill No sobrecargue pequenos grupos o trusses individuales. Never stack materials near a peak. Nunca amontone material cerca del pito. Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. 11 QPosition loads over load bearing walls. Coloque las cargas sabre las paredes soportantes. 1 0 - A Truss bracing not ALTERATIONS — ALTERACIONES shown for clarity. ® Refer to BCSI-85 Summary Sheet - Truss Damage- lobs!te Modifications &Installation Errors. Vea el resumen BCSI-B5 Danos de trusses. Modificadones en la Obra y Errores de Instalad6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n m!embro estructural de IDs trusses, a menos que este especificamente permitido en el dibujo (Z4 W, del diseno del truss. ® Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcc!6n o han sido alterados sin Una autorizad6n previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses.. NOTE: The Truss Manufacturer and Truss Designer rely on the presumption that the Conbactor and crane operator (if appllable) are professionals with the capability to undertake the work they have agreed to do on any given project- If the contactor belleves it needs assistance in Come aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined In this document are Intended to ensure that the overall construction techniques employed will put the trusses Into place SAFELY. These recommendations for handling, installing, restraining and bracing busses are basad upon the collective expenimce of lending personnel involved with tnrss design, manufacture and Installation, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Contractor It is not intended that these necommedatons be Interpreted W superior to the Building Designer's design specification for handling, Installing, nestrainNg and bracing trusses and it does not preclude the use of other equivalent metlmds for restrainbhg/bradng and providing stability for the walls, columns, Boors, roofs and all the interrelated structural building components as determined by the Contractor. Thus, WTCA and TPI expressly dlsdaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. _W ER TRUSS PLATE INSTITUTE 6300 Enterprise cane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandira, VA 22314 608/274-4849 • www.sbdndusby.com 703/683-1010 • www.tpinst.org - BIWARNIIx17 20061115 AVE R%JTJE4N, fifi!JiA1!ffH!_0JA,RESUMEN DE LA GUIrA DE BUENA PR NGTICA PARA,EL MANE]0, INSTALACION, RESTRICCION Y ARRIIOSTRE DE LOS TRUSSES (62006 WWII BEARING BLOCK NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BEARING BLACK IS SHOWN. DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLACKS. GREATER SPACING MAY BE REQUIRED TO AVOID SPLITTING. A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (8 NAIL DIA"S) B - SPACING OF NAILS IN A ROW (12 NAIL DIADS) C - END DISTANCE (15 NAIL DIAMETERS) IF NAIL HOLES ARE PREBORED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: • SPACING MAY BE REDUCED BY 50% SPACING MAY BE REDUCED BY 337 BEARING BLACK TO BE SAME SIZE AND SPECIES AS BOTTOM CHORD. BLACKS MAY BE ANY GRADE WITHIN THE SPECIES, PROVIDED THE COMPRESSION PERPENDICULAR TO GRAIN VALUE (Fc -perp) IS AT LEAST THAT OF THE CHORD. C++ / NAIL LINE AAA C++ LENGTH OF BLOCK SPECIFIED ON SEALED DESIGN In (12" MINIMUM - 24" MAXIMUM) A B+ B/2+ MAXIMUM NUMBER OF NAIL LINES PARALLEL TO GRAIN DIRECTION OF LOAD AND NAIL ROWS oVAR1RDJl3n 7RIASES REDIrmE EItTROE CARE IN FASRICATDC, HwmLDc. SNDPPM INSTALLING Alm HRACINQ REFER TO SCSI Rwn.an+c CL1PO0(T SAM INFODNATIDO, PIIDLI3HED In TPI crwRs PLATE D/S'TITIITE. 21B NORTH LEE STR.. SLATE 312 N.DUImR1A. VA. 22314) AND VTCA N® TRI= COUNCIL O' AMERICA, 63M ENTE1iPRISE LK MADISON. VI $3719) FOR SAFETY PRACTICES PRIER TD PETRFO M THESE f1SCTIER. UNLESS OTIFIRVISE D10ICATED, TIP CHORD SHALL HAVE PROPERLY ATTACHES STRUCTIML PANELS Alm SOFTEN CHOW SHALL HAVE A PROPMY ATTACHED RI® CEI IN& nI1WRANin FUOOSH COPY OF .THIS DESIGN TO INSTALLATION cERRACTEL LTV sm DNC. SHALL 7ALPINE NDr DE AaPO1SDLE FOR ANr DEVIATION FRDN THIS DESIOO ANT FAUAIRE TO INUILD THE TRUSS DN COFEDNANCE VITH 7PII Ot FA7OUITING. IWJQ.DEi. SF�PINt6 D6TALLDG A SRACDG O' TRIRSES. DESIEI COFOt1R V[TH APR1CI11LE PR01/1SD)R NDS OHATD1w1L DESIOI SPEC. HY AFTiPN Alm IPL ITS. SCG COIECTOi PLATA ARE MADE ff �/1B/l6GA N1H/SS/IO ASTM A6S3 IiRADE 40/.60 NJVH,SS) GALV. STEEL. APPLr PLATES To EAON FACE E' TRUSS AND, UW.Ess OTIERVLtiE tDCATED ON TMS ITW BUILDING COMPONENTS GROUP, INC POMPANO BEACH, FLORIDA . DESIEI. � PER Iba-L AH'f >IRPECTIa E• PlA1a FO LDVm m LSE PER AfiEX A3 � GPI 1-2002 SEC 3. A SEAL W THIS OGVDG llmICATES ACCEPTANCE tF PRO�ML p IfTPI IIs fESP06OD1TY SRELY FOt TIE 7RIAS L9POENT 17ESICi1 SIGVK TIE MTA1D-IiY NID LRE O' THOS COREQfT FOt ANY SIALDDG 12 THE RE�OIYISD.ITY ff 7►E SIAl.DI1G DESIGNER. PER ANSSI/TPI 1 SEC 2. fdQ MINIMUM NAIL SPACING DISTANCES DISTANCES CHORD SIZE NAIL TYPE NAIL TYPE 2X4 2X6 12XB 2X10 2X12 8d BOXY (0.113'1 2.5",MIN) 3 6 1 9 12 15 10d BOX (0.128'1 3.",MIN) 3 5 7 10 12 12d BOX (0.128"X 3.25 -,MIN) 3 5 7 10 12 16d BOX (0.135'1 3.5",MIN) 3 5 7 10 12 20d BOX (0.148"X 4.-A") 2 4 5 6 8 8d COMMON 0.131'1 2.5",MIN 3 5 7 10 12 10d COMMON 0.148'1 3.",MIN 2 4 6 8 10 2d COMMON 0.148'1 3.25",MIN 2 4 6 8 10 16d COMMON 0.162"X 3.5",MIN 2 4 6 8 10 GUN (0.120'X 2.5",MIN) 3 6 8 11 14 GUN (0.131"X 2.5",MIN) 3 5 7 10 12 GUN (0.120 3. ,MIN) 3 6 8 11 14 GUN (0.131"X 3. -,KN) 3 5 7 10 12 DIRECTION OF LOAD AND NAIL ROWS oVAR1RDJl3n 7RIASES REDIrmE EItTROE CARE IN FASRICATDC, HwmLDc. SNDPPM INSTALLING Alm HRACINQ REFER TO SCSI Rwn.an+c CL1PO0(T SAM INFODNATIDO, PIIDLI3HED In TPI crwRs PLATE D/S'TITIITE. 21B NORTH LEE STR.. SLATE 312 N.DUImR1A. VA. 22314) AND VTCA N® TRI= COUNCIL O' AMERICA, 63M ENTE1iPRISE LK MADISON. VI $3719) FOR SAFETY PRACTICES PRIER TD PETRFO M THESE f1SCTIER. UNLESS OTIFIRVISE D10ICATED, TIP CHORD SHALL HAVE PROPERLY ATTACHES STRUCTIML PANELS Alm SOFTEN CHOW SHALL HAVE A PROPMY ATTACHED RI® CEI IN& nI1WRANin FUOOSH COPY OF .THIS DESIGN TO INSTALLATION cERRACTEL LTV sm DNC. SHALL 7ALPINE NDr DE AaPO1SDLE FOR ANr DEVIATION FRDN THIS DESIOO ANT FAUAIRE TO INUILD THE TRUSS DN COFEDNANCE VITH 7PII Ot FA7OUITING. IWJQ.DEi. SF�PINt6 D6TALLDG A SRACDG O' TRIRSES. DESIEI COFOt1R V[TH APR1CI11LE PR01/1SD)R NDS OHATD1w1L DESIOI SPEC. HY AFTiPN Alm IPL ITS. SCG COIECTOi PLATA ARE MADE ff �/1B/l6GA N1H/SS/IO ASTM A6S3 IiRADE 40/.60 NJVH,SS) GALV. STEEL. APPLr PLATES To EAON FACE E' TRUSS AND, UW.Ess OTIERVLtiE tDCATED ON TMS ITW BUILDING COMPONENTS GROUP, INC POMPANO BEACH, FLORIDA . DESIEI. � PER Iba-L AH'f >IRPECTIa E• PlA1a FO LDVm m LSE PER AfiEX A3 � GPI 1-2002 SEC 3. A SEAL W THIS OGVDG llmICATES ACCEPTANCE tF PRO�ML p IfTPI IIs fESP06OD1TY SRELY FOt TIE 7RIAS L9POENT 17ESICi1 SIGVK TIE MTA1D-IiY NID LRE O' THOS COREQfT FOt ANY SIALDDG 12 THE RE�OIYISD.ITY ff 7►E SIAl.DI1G DESIGNER. PER ANSSI/TPI 1 SEC 2. fdQ MINIMUM NAIL SPACING DISTANCES THIS DRAWING REPLACES DRAWING B139 AND CNBRGBLK0899 REF BEARING BLOCK �. DATE 2/23/07 DRWG CNBRGBLK0207 -ENG SJP/KAR DISTANCES NAIL TYPE A B• I C++ 8d BOX (0.1137 2.5",MIN) 3/4" 1 3/8" 11 3/4". 10d BOX (0.128'1 3.",MIN) 7/8" 1 5/8" 2" 12d BOX (0.128'1 3.25",MIN) 7/8" 1 5/8" 2" 16d BOX 0.1357 3.5",MIN) 7/8- 1 5/8- 2 1/8- 8"20d 20d BOX 0.148'X 4.",MIN 1" 1 7/8" 2 1/4" 8d COMMON 0.131'1 2.5",MIN 7/8" 1 5/8" 2- 10d COMMON 0.148"X 3.",MIN 1" 1 7/8- 2 1/4- 2d COMMON 0.148'1 3.25",MIN 12d 1" 1 7/8- 2 1/4- 4"16d 18d COMMON 0.162"X 3.5" MIN 1' 2" 2 1/2 - 2"GUN GUN (0.120'1 2.5",MIN) 3/4" 1 1/2" 1 7/8" GUN (0.131'1 2.5",MIN) 7/8" 1 5/8" 2" GUN (0.120"X 3.",MIN) 3/4" 1 1/2" 1 7/8"1 GUN 0.131'1 3.",MIN 7/8" 1 5/8 2" THIS DRAWING REPLACES DRAWING B139 AND CNBRGBLK0899 REF BEARING BLOCK �. DATE 2/23/07 DRWG CNBRGBLK0207 -ENG SJP/KAR rf f—r— tLulu,LM idCK )Ldn" ro - AM) STANDARD JACK DETAIL (REPLACES CD101, C0101A) DESIGN CRITERIA: (**) LIVE (CONSTRUCTION) LOAD DEFLECTION LIMITED TO L/180. LIVE (SNOW) LOAD DEFLECTION LIMITED TO L/240. TRUSSES SPACED AT 24" ON CENTER. REPETITIVE MEMBER INCREASE (1.15) USED FOR BENDING STRESS. LIVE LOAD OF 16 PSF APPLIES ONLY TO ROOF PITCH AT LEAST 4:12 LIVE AND DEAD LOAD APPLIED TO HORIZONTAL PROJECTION. (*) 2X4 STD, STUD, #3 OR BETTER END VERTICAL WEB WITH W1.5X4 CONNECTORS REOUIRED IF UPPER BEARING POINT IS NOT USED. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FABRICATOR TO REVIEW THIS DWG PRIOR TO CUTTING LUMBER TO VERIFY THAT ALL DATA, INCLUDING DIMENSIONS AND LOADS, CONFORM TO THE ARCHITECTURAL PLANS/SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT. IM15 UK, KKLPAKLU MM LUMFUILK 1NYU1 (LUAUS a UIMtM IM) SUUM111LU OT IKU]�l MhK. 12 W1.5X4 m Pitch � II I RAFTE�t I I W1.5X4 III W2X4 Al W3X4 FOR CEILING JOIST SPAN>8'0" L---2-6-0— -- SPAN VARIES —� MAXIMUM Maximum Rafter Span Table Horizontal span in FT -IN -SX Ceiling Joist Rafter P1tch>4 Rafter Pitch>4 Rafter Pitch>4 Rafter Pitch>4 Rafter Rafter Rafter Rafter Rafter. DRW CAUSR795 03154031 CA -ENG GTP/CWC STANDARD JACK DETAIL SPACING 24.0" JREF- 1$36795_Z01 Live Load sf) 10 16 16 16 16 20 20 20 30 40 Dead Load ( sf) 7 10 15 20 23 10 15 23 10 15 Duration Factor 1.15 1.25 ** 1.25 ** 1.25 ** 1.25 ** 1.25 ** 1.25 ** 1.25 ** 1.15 1.15 2X4 SPF #2 (S) 7-7-0 8-1-0 7-5-0 6-10-8 6-7-4 7-6-4 6-11-12 5-10-4 6-0-4 5-5-8 2X4 SPF #1 S) 7-9-8 8-4-12 7-7-8 7-3-12 7-0-4 7-9-8 7-5-0 6-2-12 6-2-4 5-7-'8 2X4 SPF 1 2 Canadian 8-2-8 8-7-4 8-0-0 7-3-12 7-0-4 8-0-0 B-0-0 6-2-12 6-6-4 5-11-0 2X4 Hem -Fir #2 8-0-4 8-5-12 8-0-0 7-2-8 6-11-0 8-0-0 8-0-0 6-1-12 6-8-0 5-9-4 2X4 Hem -Fir #1 8-4-12 9-0-12 8-2-12 7-8-8 7-5-0 8-4-12 8-0-0 6-7-0 6-11-8 6-0-12 2X4 Doug.Fir-Larch #1 8-9-4 9-2-4 8-5-0 7-9-12 7-6-0 8-6-12 8-6-0 6-8-0 6-11-8 6-3-12 2X4 Doug.Fir-Larch SS 9-1-0 9-9-8 9-0.4 8.4-8 B-0-0 9-1-0 8-6-0 7-1-12 7-2-8 6-6-12 2X4 MSR 1650f -1.5E 8-4-12 9-0-12 8-10-0 8.2-4 7-10-8 8-4-12 8-3-12 6-11-12 6-8-0 6-0-12 2X4 MSR 21OOf-1.8E 8-11-4 9-7-8 9-7-8 8-8-12 8-8-12 8-11-4 8-11-4 7-10-8 7-1-0 6-5-4 2X6 SPF #2/He - m -Fir #2 11-11-0 11-10-0 10-10-0 10-0-12 9-8-0 11-0-4 10-2-8 8-7-0 9-1-12 8-2-4 2X6 DF -L 2 Nem -Fir 1 13-2-8 12-1.0 11-4-4 10-8-4 10-3-4 11-8-8 10-10-0 9-1-8 9-8-12 8-8-4 2X6 Doug.Fir-larch #1 13-9-4 13-5-8 12-3-12 11-5-4 10-11-12 12-6-4 11-7-0 9-9-0 10-4-12 9-3-8 2X6 Doug.Fir-Larch SS 14-3-2 15.4-12 15-1.0 13-11-0 13-5-8 14-3-8 14-2-8 11-11-4 11-4-0 10-3-12 2X6 MSR 165Of-1.5E 13-2-8 14-2-12 13-10-8 12-10-8 12-4-8 13-2-8 13-0-12 10-11-1 10-5-12 9-6-4 2X6 MSR 2100f -1.8E 14-0-8 15-1-8 15-1-8 13-8-12 13-8-12 14-0-8 14-0-8 12-4-12 11-1-12 10-1-8 (S_CD101A Jack Standard - AM AM) PLT TYP. Wave TPI -95 Desi n Criteria: TPI STD CA/I/-/-/-/R/- A 1 R - SPPatesFebriceton ,=Fabricators flS 43$ MlddlelOn Sweet ThermalCA ALPINE Alpine Engineered Products, lnC. Sacramento, CA 95828 eRACING6 REFER TOTRUSSEHIBE9IlRE EXTREME CARE IN (N NDLING INST LLINGBAND BRACING). PUBLISHEDRICATION. HANDLING. IBYITPI INSTALLING PLATE IN STtTUTE. S83 D'ONOFRIO DR.. SUITE 200. MADISON. W1 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. ..IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANT FAILURE TO30 BUILD THE TRUSSES IN CONFORMANCE WITH TPI: 011 FABRICATING. HANDLING. SNIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED aT iXE NEA ICAN FOIE ST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE KAOE OF 20GA ASTM A663 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER O0.AW IMGs 160 A•2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPDMSIBILITV SOLELY FOR THE TRUSS COMPONENT DESIGN $MOWN. THE SUITABILITY AND USE OF THIS COMPONENT ,ONEENTFOR ANSEPAARTICULAR BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER CTION 2. f' ASEE G3 3 r a�,. ✓M i30�5 A� q TC LL TC DL BC OL BC LL TOT. L D . ABOVE REF REF R795 34086 DATE 06/03/03 DRW CAUSR795 03154031 CA -ENG GTP/CWC STANDARD JACK DETAIL SPACING 24.0" JREF- 1$36795_Z01 IlC111111111 2X6 HIP RAFTER DETAIL LUMBER GRADES 1CLL TCOL MAX SETSK",6/1..301 .4.50-6.00 MAX SETOK SPr 16501-1.5E 16/7.231 . 8-8-0 (B) 6-0-0 SPF 21001-18 16/7.23/ 6-10-0 3x8 6-4-0 • NOTE: MAItIMUM SETBACK IS rROM INSIDE Or BEARINGS. DErLCCT10N CRITERIA LIVE LOAD L/140 IOIAL LOAD = L/180 PLATING PITCH 2.02-3.00 3.00-4.50 .4.50-6.00 (A) 3x6 3x7 33116 (B) 3xS 3x5 3x5 (C) 3x8 3x6 axe EXTENSION MUST UE SUPIPOR 1 ED EVERY 4-0-11 MAX' ExT[NSgNS 1IAV BE PLAIED rOk ADDIIIONAL LENGTH. USE 3118 PI Af[S (OR 2x4 L►1iE8ER. 5318 PLATES rUH 2X6 ' LUMBER. E FC. cEi (TS) VARIES 2.82-6.0 WITH 1-11CH (A) ` VARIES WIN SETBACK J 1(1) R -347r MAX. IV -1 5. MIN 11-694IJ MAX. W-1 5 MIN. CONVENTIONAL FRAMING IS NOT THE RESPONSIBILItV Or THE TRUSS DESICHER. PLATE m~ACTuR[R. NOR TRUSS rAWATOR. PERSONS ERECTING TRUSSES ARE CAUTIONEO 10 SEEN TN[ ADVICE Or A LOCAL PROrESS10NAL ENCIOKER REGARDING CONVENTIONAL rRAMINC. (SS) SHIM ALL SUPPORTS SOLID TO BEARINC (NO) NO QVERCUT11MC ALLOWED ON WIPED CHORD. THIS HIPJACK DESIGNED 10 SVPPORI CONVENTIONALLY rRAMED RATTERS. CANTILEVER NEEL I RAISED HEEL 1 1 I 1 1 1 1.5_ MIN 2X4 I I 3X4 PLATE OVER SUPPORT 2X4. 1X6. 2X8. 2X10 BLOCK FL GRADE I (P) (A) _ 3x4 TIE PLATE j (j) P1 i i BLOCK PLACE 2x4 — 2x6 2x6 —2v8 2x8 —2Y 1 0 18 MIN I 2X10 —71(12 TC LL PSF IRLT TC DL BC DL AC LL TDI L D ••VARNING•1 TRUSSES R(OUIRE LAIP(Nf CAME IN 110NIAINL. S111/'I•INL.. INSIAtl lnl, ^NII 01'wLlNl, L= m O ACf(R 10 111!-91 (HANDLING INSIALUNG AND KM INr,I, PUILISIILD Or IPI 110 -AS PLAT( O IN 111IUTC. !B7 O'OIOrR10 DR. SURE 100, MAOSSO1. %I 3.11111, FUP S!Vf1t PNw•,Iu'(1 ARIDR I RAI 1[11 G[ 1AIL I IO PERTORMING TI(SC rUNC110Ni u1Ll.it 011SI•VISE INDICAIEO. TOP CIaRO S1,AIE MAvE rwu•ERty •T // t_71 C=3 A1IAC/4C0 STRUCTURAL PANUS AND 90fl(IM CIWD SMALL HAVE A PQMPJT AIIALIIED RIGID CEILIN C-1 ..I,wOR1 ANE.. rueftiSM A L'Do1 Ur 1«IS DI'm 10 T1.0 INSIALLAIIU7 EON1RwflDP wtol%K CNGINCCR(9 PRODUCIS. INF SNAIL NOl 1[ R(SPOIFSIRC FCR ANT DEVIAIIUN rPON It11% DESIGN, nN1 FAILURE 10 BUILD INC IRUSS(S IN COId(MTwIC( WITH IN, OR 1NNDLINr,. S111PPU?, ;3JN1. C� INSIALLING ANo MKING Ur IRUSS(S DESICN I:UTAEW"% VITM AAI•LIC^RE 1'1•IIvI%IUNS 111 /,IIS C7 rNAt10NAL OCSIF/I SP[ClrILAlICP1 PURLIVIED 11 TN( AM(RICAN 1"1111 AND "'1 -51110^11111 A11p 111 -L1INC CONKCIGP% ARE NAGE Or PMA -STM A4S3 GP3F GALV S11.17.1 CtCfri MIC ..OICO -PPL• CONKC1aS TO E^C., rAC( Ur IRuSS AND. U1 -.(Sc Dtw(PVISr. LaAI(1, UN THTC 11r.SIGN. C=3 PUSIIIDN COPKCTORS P(R IiIAVINt,\ I to I50 ANR Ica A -r AN EIIGINEE9'1 iLM IRT Inti GPAVING APPLIES ONLT 10 INC IKSI(/• Lx 1.( 1/NIS1 UEPICICR KR( ANG tl.wlt NUI RL PfLIrD ' (.-1 C1 O [� UPON 1« ANT 01,gR VA, I (P) (A) _ 3x4 TIE PLATE j (j) P1 i i BLOCK PLACE 2x4 — 2x6 2x6 —2v8 2x8 —2Y 1 0 18 MIN I 2X10 —71(12 TC LL PSF IRLT TC DL BC DL AC LL TDI L D LOADING S[E A80VC pSF I'SF P,F r,Sr ([IAT[ ev 7j16/96 ---I Dr?,_f(, cn Ig I RAI 1[11 G[ 1AIL I UUH F AE 1 75 I SPAC ING 2." OC 1 - o ASCE 7-05: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS — STIFFENERS 100 MPH, SOFT. MEAN HGT, ASCE 7-05, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, CAT II, EXP C, WIND TC DL=5.0 PSF, WIND BC DL --5.0 PSF. LATERAL CHORD BRACING REQUIREMENTS TOP: CONTINUOUS ROOF SHEATHING BOT: CONTINUOUS CEILING DIAPHRAGM SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN ON THIS DETAIL. NAILS: 10d COMMON OR BOX (0.148"X 3.",MIN) NAILS OR GUN (0.125"X 3.",min) NAILS. 45° 2X4 BLOCKING NAILED TO SHEATHING AND EACH TRUSS a 2X4 STUD, #3 OR BETTER DIAGONAL BRACE ATTACH EACH END FOR 560#... H LESS THAN 4'6" - NO STUD BRACING REQUIRED H GREATER THAN 4'6" TO 7'6" IN LENGTH PROVIDE A 2X6 STIFFBACK AT MID -HEIGHT AND BRACE STIFFBACK TO ROOF DIAPHRAGM EVERY 6'0" (SEE DETAIL BELOW OR REFER TO DRAWING A10030EE0405). H �REATER THAN 716" TO 12'0" MAX: PROVIDE A 2X6 STIFFBACK AT MID -HEIGHT AND BRACE TO ROOF ODIA GHi DIAPHRAGM 5g., (SEE DETAIL BELOW OR �k OPTIONAL 2X L -REINFORCEMENT ATTACHED TO STIFFBACK WITH 10D BOX OR GUN (0.128" X 3", MIN.) NAILS ® 6" O.C. L 2X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3", MIN.) NAILS. -KWARNIHGo TRUSSES CARE IN FABRICATW$ HNmL.DG. SHIPPING. INSTALLING am )BIACINKa REFER Ta HCSIDDIG COPOEIRT SAFE" DFORNATIDD. PU7A.75)® BY TPI CTRUSS PLATE IISTITITTE. 218 NORTH LEE STR,. SUITE 312, /d.F]fA1mR1A. VA 22314) AND VTCA CV® TRUSS CWICIL OF AIERICA. 6388 ENTERPRISE LN. NADISDI. VI 33719) FOR SAFETY PRACTICES PRM TD PERFEWi G THESE PANELS NoUNLESS WTTDN a= SHALL HAVEEEA PRLPE1tLr ATTACHES RIGID Fm1NGT13P 043M SHALL HAVE T ATTACHED STRUCTURAL oDpORTNHTo FURwsHI C®Y THIS nlaa+R TCI DTSTALLAI7DTR Cts(TRACTOR. ITv >tcc. DRG. SHALL UNI RE RF�OKIDIE FOt ANr nE1RATIOR FROI TTS DESII,NI ANT FAILI6E TD eun.n THE TRIES nr ALPINE NOT RE RE" vrnR TPU oR FABRICATDG. NWm1.DG, sHZPPnrG, nuTAliDc \ BRAcnG IF TRUSSES CGWMFDESIGN %4a vITH APPLICABLE PROVISID6 OF NIT ONTID/NL nLSIGN SPEC. 89) AFRP/D No TPI KS ITV. BCG CQEECTTpR PLATES ARE NABS Er ED/18/16" ( fWSS/ID ASTM M33 OMDE 10/68 (vX/MSS) GALV. STEEL APPLY PLATES TD EACH FACE ff TRUSS A►m. UNLESS ar"vm ?MZ a THIS 1111 BUILDING COMPONENTS GROUP, INC. �&' PoSITIQ1 PER DRAVDGS MA -L AMY DISPECrM C3 PLATES rDLUNED HY m SHALL BE PER 17TSUILDING COMPONENTS GROUP, INC.1 ANNEX A3 CF TPI 1-M SEG 3 A SEAL CER THIS DRAVING INDICATES ACCEPTANCE OF PROFE SSOIAL POMPANO BEACH, FLORIDA ANILIly AND USE O na R AFD � � �� R THE RESPEINSIDILM ��d �D� SIGNER,, P ANSI/TPI I SEC. & THIS DRAWING REPLACES DRAWING 59469/GE TC LL PSF I REF GE WHALER � 11K TC DL PSF DATE 2/23/07 BC DL PSF DRWG GBLBRST50207 i NO.c BC LL PSF -ENG SJP/KAR Ew & * TOT. LD. PSF C DU R. FAC. `\! MAX SPACING 24" (J_UtIALL - tJ 5.O Lnu JdLK) %.roplchord 2x4 SPF #1/g2 Bot chard 2x4 SPF #1/#2 Deflection meets L/240 live and L/180 total load. 10 psf BC live load per UBC. 1IE --8-0-0 Over 3 Supports 5S THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED . TRUSS 1•ITR. CONNECTION SCHEDULE: COMMON WIRE NAILS TO SPF SUPPORT. 8d=2.5"x0.131" IOd=3"x0.148" 16d=3.5"x0.162" DRIVE TOE -NAILS AT 30 DEGREES TO JACK, WITH 2/3 OF NAIL PENETRATING INTO SUPPORT. SEE ANSI/AF&PA NDS -2001 11.1.5. NAILING FOR MAXIMUM BOTTOM CHORD REACTIONS USING SIMILAR TRUSSES: R=133# MAX.: (3)8d, (3)10d, OR (2)16d COMMON WIRE NAILS R=166# MAX.: (3)8d, (3)10d, OR (2)16d COMMON WIRE NAILS R=130 (3)8d TOE -NAILED for 7 psf OR R=166 (3)8d TOE -NAILED for 12 psf (stucco) (S_DETAIL - EJ 5'9" End Jack) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC. 7.04. S ales Fabricators 760-397 4122 --WARNING" TRUSSES RCOUIRE CNTREME CARE IN FABRICATION. HANDLING. SNIPPING. INSIALLING AND BRACING. P REF IO Bf.51 ).03 (BUILDING COMPONENT SAI'E1Y INFORMATION). PUBLISHED BY IPI (IRUSS PLA1C IMSIItUfC, 5BJ 85 435 Middleton Street, Thermal CA D nxoFR10 DR.. SUITE 200. MADISON. WI S3219) AND WICA (WOOD TRUSS COUNCIL OF AMERICA. 6100 ENTERPRISE LN. MADISON. WE 53)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTMERWISE•INDICAIED. IOPCHORD SHALL "AYE PROPERTY ATTACHED SIRUCTURAL PANELS AND SO... CHORD SMALL HAYS A PROPERLY A11ACHED 81610 CEILING. "IMPORTANT" " FURNISH A COPY OF THIS DESIGN To THE INSTALLATION CONTRACTOR. ALPINE ENGINE[REO ALPINE PRODUCTS. INf.. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM Txl$ D[S14N; AMY FAILURE 10 UNITS 111E i 811 S5 IM CO NFnRMANCE WITH TPI; OR FABRICATING. HANDLING. SIIIPDI NG. INSi AI LING 1 OR OF 18115 ST S. DESIGN F.ONFORMS WIT," APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF6PA) AND TP1. ALPINE CO NNE CI OR PL A IES ARE MADE Oi 2D/IB/16GA 'IW. H/S/N) ASTM A653 GRADE NO/60 (W. N/M.S) GAL,. ITT". nIPLI PLAITS TO EACH FACE OF IRUSS A.D. UN LESS' OTHERWISE LOCATED ON THIS DESIGN. POSITION PER OPAWINGS 1101-2. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEDX A3 OF TPIIS2DO2 S(. f.. 3. A SF A 1. ON 1MIS Alpine Engineered Products, Inc. DRAWING INDICA ITS ACCE STANCE Of PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPNNINI Sacramento, CA 95828 DE SIGH SHOWN. THE SUIIAB ILL TY AND USE 'OF THIS COMPONENT FOR ANY BUILDING IS THE RESPNNs1n1LJ1+ OI' INT BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. * 0..• sC-a5o8f S'Tq CIVI— �OF CAUL CA/3/1/-/-/R/F TC LL 20.0 PSF TC DL 16.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 43.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft REF R795-- 32150 DATE 08/19/04 DRW CAUSR795 04232086 CA -ENG GTP/GWH SEON- 109008 FROM TED JREF- 1SFM795_ZO3 T THIS ONG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (J_UUILVUACK tlLV1,KINt1 UCINI I ( OUTLOOKER BLOCKING DETAIL (B) Outlooker Block 4X2 SPF. HF. DF -L Stud/Standard (0) Outlooker, Design by others. Attach outlooker block to dropped top chord using a minimum of (3)16d sinkers (0.148"0.2.5"). Refer to table below for nail requirements based on shear requirements. (T) Top Chord of truss. Refer to individual truss design for specific truss design. (DTC) Dropped Top Chord Truss. Truss with 1.511 dropped top chord. Refer to specific truss design. Shear Based Fastener Table (16d sinker (0.135"x3.25") Loads adjusted for 1.33 Duration Factor Nail Spacing(in) Max Sh ar If 6 174 5 234 4 290 3 348 (*) Refer to original drawing for specfic loading information PLT TYP. Wave TPI Design Crit: TPI -1995 STD /UBC 7.01.0421.11 Spates Fabricators 760-397-4122 'MIMO•• TRUSSES REWIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING, INSTALLING ABRACING. (� •RwEFER TO SCSI ID 1.03 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 ��I, ES 85-435 Middleton Street, Thermal C B.ONDFRIO OR.. SUITE 200. MADISON. MI 53]19) AND ITU (MOOD TRUSS CODICIL OF AMERICA. 6300 ENTERPRISE ". —DISON, 11 537111) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ` 6• oIMPOMTM fA* FAMISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREDPRODUCKVW�7[ �yL�IML� ALP I NE • IM CONFORIWGELNOT BE RESPONSIBLE FOR ANY WITH WI: OR FABRICATINDEVIATION IANDLI MARW THIS DESIGN: INSTALLING A BBRACINGTOFWTRUSSEEILD S.. 63 MYM.I DESIGN CONFORMS WI TN APPLICABLE PROVISIONS OF IDS (NATIONAL DESION SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W.H/S/X) ASTM A053 GRADE 40/60 (W, X/H.S) GALV. STEEL. APPLY PRATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER ORAMINGS 18OA-2. CIW3Y ANY INSPECTION OF PLATES FOLLOWED BY (1) SMALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS M Alpine Engineered Products, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT K CA Sacramento, CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Ca1PAIENT FOR ANY WILDING IS THE RESPONSIBILITY OF THE WILDING DESIGNER PER ANSI/TPI 1 SEC. 2. CA/2/1/-/-/-/- TC LL TC DL BC DL BC LL 0.0 PSF TOT.LD. DUR.FAC. 1.25 SPACING Scale =.375"/Ft. REF R795-- 72433 DATE 06/16/04 DRW CAUSR795 04168067 CA -ENG /CWC SEAN- 6880 FROM IV JREF- 1SDU795 Z12 m m m m r m m m r m m " m1 m m m .! m HIP FRAME* DETAILS B HIP FRAME W4X4, MIN. _ ` CO -T— COMMON 24' ES TSP. W1.5X3 t TYP. STEPPED HIP SYSTEM TRUSSES 2x4 CHORDS 2x4 PURLINS SET BACK J C #1 HIP PITCHED AND SHEATHED' CHORD AREA HIP FRAME*I Al IR . ---------------------------------------------------------- --- B BOTTOM CHORD 0 — ATTACH HIP FRAME TO FLAT CHORDS OF STEPPED HIPS 1" AT ALL OVERLAPPING POINTS WITH 3-8d (0.131"X2.5") OR W3X4, MIN. HIP FRAME*, ,R, W3X4, 2-10d (0.148'13") COMMON NAILS. BOTTOM CHORD OF HIP FRAME TO BE ATTACHED TO #1 HIP WITH 10d COMMON NAILS ® 6" O.C. MAXIMUM SPACING. HIP FRAME STOPS AT PLUMB CUT OFD HIP FRAME JACKS TO MAINTAIN PITCH CONTINUITY. SECTION —B B HIP FRAME* LUMBER IS SPF, SO. PINE, HF, OR DFL STANDARD, STUD GRADE, OR BETTER. ENGINEER'S SEALED DESIGN FOR SETBACK, LUMBER, PLATING, �— SETBACK ---�� HIP STEPPSEE LOADING AND DURATION FACTOR REQUIRED. SYSTEMSTEM TED RUSSES • THIS HIP FRAME MAY BE USED WITH A MAXIMUM 120 PSF WITH HIP FRAME* — PROVIDED BY TRUSS MANUFACTURER. TOP CHORD LOADING. HIP FRAME*IS DESIGNED TO PROVIDE BRACING FOR FLAT TOP CHORDS OF HIP FRAME SYSTEM WHERE INDICATED. 'R' HIP FRAME CHORDS MAY BE TRIMMED UP TO 2" TO FIT. STRUCTURAL PANELS MUST BE PROPERLY ATTACHED DIRECTLY PURLINS MUST BE INTACT AND PROPERLY ATTACHED. TO HIP FRAME PURLINS. THIS DRAWING REPLACES DRAWING CD126 WARNINGM TRUSSES REM= EXTRM CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND lVE11[ZNG REFT]M TO BCSI DIIBLDIIIG COPDffJ1T SAi'ETY IH6OMIATDDO, PIAiSDED BY TPI CTRAS PLATE aoB SUIM ~ VA. COLINCIL Er NORTH tEtE �"M �BAIONi - p W Q REF HIP FRAME DATE 2/23/07 ANERIbb sWnWM ENiEl Ult LSm1,? x�ns sAFFM PRACATIIMPRIPRIOt�TO tl HIIYCT�Ii UNLESS DTETMVISE IOICATED, TBP CHORD SHALL HAVE PROP13LY ATTACHED STRUCTURAL � PANELS Me BOTTOI CHORD SWILL WIVE A PRDPE7lLY ATTACHED RDGED CE LING. DRWG HIPFR4ME0207 =11HPIRTANI FURNISH COPY IF THIS DESIGN TO INSTALLATION CONTRACTM ITV BCG. IC. SHALLZ HOT BE RESPOaDLE FOR ANY W41ATOBH FROM THUS DESIGN, ANY FAIURE TO BUILD THE TRUSS IN NO. 10 V —ENG DLI/KAR 7ALPINE CO FO HAKE VITH TPII 1R FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACD15 OF TR=XL CONI CO:VITH APPLICABLE, PROVISIONS ID' NDS (NATIONAL DMGN SPEC, BY AF{PA) AND TPL * Exp. 6. ITVRM CONNECTOR PLATES ARE HAVE IF e0/19/16GA CVIVSS/10 ASYN A633 GRADE 40/60 CVX/N,S9 GAI Sim. APPLY PLATES TO EAON FAIT IF TRUSS AND. -mxss DTERVISE LQATED ON THUS FLOWD BY CD SHALL' SE PER ��' POSITION POR DRAVI GS 1601 ANY INSPECTION [IF PLATSO. M ITV BUILDING COMPONENTS GROUP, INC. AMEX A3 IF TPI 1-2002 SEG 3. A SEAL ON THIS .DRAVLNG INDICATES ACCEIFTANCE IF PRDESSIEIHM. POMPANO BEACH. FLORIDA pGI D RING RESPOISDD.ITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHWA THE MIITADILITY AND WE OF THUS COPOtNT FOE ANY BMBL.DING IS THE RESPOSMILITY [IF THg MULIUNG 11MGM13t, PER uf' CA�, ANSI/TPI 1 SEL 2 001111-1110101 mImm m 11010■0111 m NO m r .M WON m m m m m m CALIFORNIA HIP PERMANENT BRACING DETAIL PERMANENT BRACING CRIPPLE SUPPORT LAYOUT START OF TOP CHORD T TO CHORD. URLINS. START OF TOP CHORD SETBACK SETBACK W'ENSI NS. (SLOPING ICAL CONTINUOUS) TE 3�QNS. (SLOPING * B:!!3- #1 TO FLAT? \ / ) 6=1= j #1 BRACED BAY N * SET A BACK PERMANENT DLAGONAIS FORM BRACED BAY. REPEAT AT ALA, BIP ENDS, MAXIMUM INTERVAL EQDAIS 20'. (NOTE: THIN 1ST BAY OF PERMANENT DIAGONALS FORMING BRACED BAY AT THE #1 HIP CAN BE EXCLUDED WHEN ALL OF THE FOLIDWING CONDITIONS ARE MET: 1) THE CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO THE FIAT TOP CHORD OF THE #1THE END JACKS ARE SHEATHED WITH PROPERLY ATTACHED STRUCTURAL PANEL$.) SECTION A -A FIELD APPLE OR BUILT --INP LANE CRIPPLES CRIPPLE OF TRUSSES CRIPPLE COMMON SPACING COMMON (B) • SET BACK J Du HIP TRUSSES ILP [ING. B PITCHED AND SHEATHED o - CRIPPLE (C), SUPPORT LOCATIONS. CHORD AREA SUPPORTS EXTEND MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FIAT TOP CHORD AND EXTEND TOP CHORD, USING: (3) 8d COMMON (0.131"X 2.5 -.MW) TOE NAILS OR (2) 10d COMMON (0.1487 3.',MIN) NAILS THROUGH FACE. SECTION B -B BUILT-IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING FOR CRIPPLE SPACING. (B) CHORDSION (TYPICAL) #1 HIP GIRDER B) PURI�LS SPACED 24"O.C. TYP. " CA[J7 (CONTINUOUS 2X4) REGI (C) CRIPPLES SPACED 48" O.C. TYP. *NOTE: SEE ORIGINAL DESIGN FOR SETBACK, (D) BUILT-IN FILL CRIPPLES (HORIZONTAL MEMBER OPTIONAL) r>•VARND THARSES RCMM E MMe CARE IN FAIDOCATM WR LM SHIIPIW VWALLING AND BRACV& REFUC YD IICSI CRULE Nc CoNpMoR SAFETY=#WmTBp0. PLULJSHED BY TPI GROSS PLATE MNh 63 DBOIma Um4 N 1m", In7371 i� MVA. SA CTY FRAC CES PRIOR TO POWUMCM THESE rUICTIpm UNLESS OTNI]HISE INDICATED. TIP MM SWILL. HAVE PROPERLY ATTACHED STRUCTURAL � PANELS ARID BOTTOM CHDRD STALL HAVE A P101MY ATTACHED RIGID CMJW- Q a.DrWANrn n== COPY OF THOS DESSMN TO INSTALIATM cprrRActpt ITV BCCI, WOOL. SHALL NO. ALPINE NBT BE RESPONSOIE FOR Mn DEVIATIOM nZO1 THIS DESI6w """ FAILIBE TO BUD.D THE TRIOS IN cM C@i7HOMANCE WITH TPII OR FABRICATM HA10.Dri, SMPPWh DIST ALIDG L BRACDIG GF TRUSSES Ew BONN CO60IMS VITN APPL.ICABIE PRW1S@6 IF HOs WATT AL DCOM SPEC. BY M'6PN MID TPL i ITV. 8[xi.11BiECTOI PLATES ARE MADE IF ED/MD/I6GA OV11/SS/ID ASTM A633 GRADE 40/60 GVXAtSS) 1 OALV. STEII. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OT/FFItV1SE LOCATED ON THIS VJw• .I ITVO BUILDING COMPONENTS GROUP, INC. IESMN, PLR DRAVDNGS 16CA-L ANY DRPECTIOI IF BY OD SMALL BE PER f PLATES Q, AN EB A3 OF TPI I-2002 SEC 3, A SEAL IN THIS DRAVM INDICATES ACCEPTANCE IF PR(i132133U1L POMPANO OFACM, FLORIDA USE OFEFA� � SOLELY M OM A � ff �DG � PER ANSIfM I SEL M SEE CA -HIP ENGINEERING FOR JACK TYPE USED. JG,LOADING AND DURATION FACTOR REQUIRED. THIS DRAWING REPLACES DRAWING CD110 TC LL PSF REF ■I � I■ ■Iv�wi : i■ •: IN ilir,, , PSF QOOOOG.�� 2/23/07 oIN f eeaeeaea� MNOWNSIMMEN =I PSF DRWG BRCALHW0207 10mmom■o■■m■m■■oma) wo , PSF J Du HIP TRUSSES ILP [ING. B PITCHED AND SHEATHED o - CRIPPLE (C), SUPPORT LOCATIONS. CHORD AREA SUPPORTS EXTEND MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FIAT TOP CHORD AND EXTEND TOP CHORD, USING: (3) 8d COMMON (0.131"X 2.5 -.MW) TOE NAILS OR (2) 10d COMMON (0.1487 3.',MIN) NAILS THROUGH FACE. SECTION B -B BUILT-IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING FOR CRIPPLE SPACING. (B) CHORDSION (TYPICAL) #1 HIP GIRDER B) PURI�LS SPACED 24"O.C. TYP. " CA[J7 (CONTINUOUS 2X4) REGI (C) CRIPPLES SPACED 48" O.C. TYP. *NOTE: SEE ORIGINAL DESIGN FOR SETBACK, (D) BUILT-IN FILL CRIPPLES (HORIZONTAL MEMBER OPTIONAL) r>•VARND THARSES RCMM E MMe CARE IN FAIDOCATM WR LM SHIIPIW VWALLING AND BRACV& REFUC YD IICSI CRULE Nc CoNpMoR SAFETY=#WmTBp0. PLULJSHED BY TPI GROSS PLATE MNh 63 DBOIma Um4 N 1m", In7371 i� MVA. SA CTY FRAC CES PRIOR TO POWUMCM THESE rUICTIpm UNLESS OTNI]HISE INDICATED. TIP MM SWILL. HAVE PROPERLY ATTACHED STRUCTURAL � PANELS ARID BOTTOM CHDRD STALL HAVE A P101MY ATTACHED RIGID CMJW- Q a.DrWANrn n== COPY OF THOS DESSMN TO INSTALIATM cprrRActpt ITV BCCI, WOOL. SHALL NO. ALPINE NBT BE RESPONSOIE FOR Mn DEVIATIOM nZO1 THIS DESI6w """ FAILIBE TO BUD.D THE TRIOS IN cM C@i7HOMANCE WITH TPII OR FABRICATM HA10.Dri, SMPPWh DIST ALIDG L BRACDIG GF TRUSSES Ew BONN CO60IMS VITN APPL.ICABIE PRW1S@6 IF HOs WATT AL DCOM SPEC. BY M'6PN MID TPL i ITV. 8[xi.11BiECTOI PLATES ARE MADE IF ED/MD/I6GA OV11/SS/ID ASTM A633 GRADE 40/60 GVXAtSS) 1 OALV. STEII. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OT/FFItV1SE LOCATED ON THIS VJw• .I ITVO BUILDING COMPONENTS GROUP, INC. IESMN, PLR DRAVDNGS 16CA-L ANY DRPECTIOI IF BY OD SMALL BE PER f PLATES Q, AN EB A3 OF TPI I-2002 SEC 3, A SEAL IN THIS DRAVM INDICATES ACCEPTANCE IF PR(i132133U1L POMPANO OFACM, FLORIDA USE OFEFA� � SOLELY M OM A � ff �DG � PER ANSIfM I SEL M SEE CA -HIP ENGINEERING FOR JACK TYPE USED. JG,LOADING AND DURATION FACTOR REQUIRED. THIS DRAWING REPLACES DRAWING CD110 TC LL PSF REF CALIF. BRACE TC DL PSF DATE 2/23/07 BC DL PSF DRWG BRCALHW0207 BC LL PSF -ENG TOT. I.D. • PSF DUR. FAC. • SPACING • rr rr rr rr rr r� rr rr r� rr r r� rr r rr �r r� tr r CONVENTIONALLY FRAMED VALLEY DETAIL 6 LARGER SP R S 2 OR #1/#2 VALLEY RAFTER PARTIAL FRAMING PLAN (A) 2X OR (B) 2X4 it SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") (3) 16d BOX (2) 16d BOX NAILS, TOE—NAILED THRU (C) 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") CRIPPLE INTO RIDGE BOARD COMMON (D) 2X6 OR LARGER SP #2 OR SPF #1/#2 RIDGE BOARD TRUSSES (A) AT 24" 0( NOTE: RIDGE BOARD D) MUST NOT BE OF LESS SIZE THAN (B SHEATHING'0"(C)4'0" THAT' OF VALLEY RAFTER (A). (3) 1 GDZDER NOTE: REFER TO VALLEY DETAIL VALTRUSS1001 FOR 16d BOX NAILS, TOE—NAILED (TYPICAL) VALLEY RAFTERS SUPPORTING TRUSS BRACING DETAILS. PROPERLY ATTACHED RATED SHEATHING AT 24" 01 (B), (C) MAX HEIGHT WITH 1X4 "T" BRACE IS 9'-10". RIDGE (B), (C) MAX HEIGHT WITH 2X4 "T" BRACE IS ll' -2". I BOARD FOR 1X4 AND 2X4 "T" BRACING, BRACE TO BE SAME GRADE AS CRIPPLE. TC LL 30 FASTEN lX4 "T" BRACE TO CRIPPLE WITH 8d BOX (0.113" x 2.5") NAILS AT 4" OC. FASTEN . 2X4 "T" BRACE TO CRIPPLE WITH 16d BOX (0.135" x 3.5") NAILS AT 4" OC. TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH TC DL 20 BC DL 10 PROPERLY ATTACHED RATED SHEATHING OR PURLINS AT 24" O.C. DATE 2/23/07 .(3) 16d BOX NAILS, (3) 16d BOX (2) 16d BOX NAILS, TOE—NAILED THRU TOE—NAILED NAILS, NAILS, TOE—NAILED CRIPPLE INTO RIDGE BOARD (3) 16d BOX NAILS(D) (A) (3) 16d BOX NAILS RATEDA)(C) qBOX (B SHEATHING'0"(C)4'0" TYP. (B) (3) 1 GDZDER NAILS2) 16d BOX NAILS, TOE—NAILED (TYPICAL) SU AT 24" OC MAX SPACING PROPERLY ATTACHED RATED SHEATHING (3) 16d BOX NAILS, TOE—NAILED THRU CRIPPLE INTO RATED SHEATHING THIS DRAWING REPLACES DRAWING V1O5-CONV =VARrm+Go TTtussEs REVmiE ExTREIE CARE IN FABRICATING. HAImLIrfr SHIPPING, ntsTALLlrt A!m BRACDf� REFER m BCS= ®fln.BntG cmPotTtr SAFETY INFO RfATTIBD, PUBLIaEB BY TPI (TRUSS PLATE TRUSSLOc�THM VSA STD W. C �* TC LL 30 30 40 PSF REF CONV. VALLEY A soBE�'"xTEFPws�E LK 140 f, VI Wn ETYM`PR�ci�cEs P Dwm+ iIAB:TIo6 ULM DREItVRE DMICATED. Tip CHOU SHALL HAVE PR�OILY ATTACIE.B STRlB:71DtAL PANELS Arm BUTTON OM SHALL HAVE A vatpERLY ATTACW=3 RDUn CaLm ,o �O r NO TC DL 20 BC DL 10 15 10 7 PSF 10 PSF DATE 2/23/07 DRWG VALCONVF0207 ALPINE ENDPMANTM FURW=N Cor` OF TTflS NSIM 1D DWALLATION CorIRACT®L rTV =, Dr— SMLBzp. MY BE at FESPOMME FANY BEVIATIot FRut THIS BEtitit) AM FAnAM TD M= THE TRUSS IN 6- '# BC LL 0 0 0 PSF =ENG MLH/KAR 7 CONFO KV= VITH TPU Oft FABRICATIM HAN>LUG. SHPPM DISTALLDG L BRACING 13FTRUSSEL DESiGN CosQtNS VIM APPLICABLE PRUVISMNS OF rmt GVATMNAL DEStot SPEC, BY AFSPAI AND TPL ITV. BW CONECTUR PLATES ARE IMDE 13F20/IB/16GA CVWSS/IO ASTM AM GRADE 10/60 iVJVH.Sfl FACE OF TRUSS AND. UNLESS DTFERVVISE LICATO ON TFDS • * TOT. LD. 80 55 57 PSF lTta BUILDING COMPONENTS GROUP, INC. GALV. STEII. APPLY PLATES TO EACH �I' POSlTIo1 PER BRAVV= 16OA-L ANY DISPECTIM OF PLATES FM.LDVEB BY CD SWILL BE PER M 1 -Mm SEAL OF PRWESSMNAL TKS SCC�omrr LIQ+ DUR.FAC.1.25/1.331151.15 POMPANO BEACH, FLORIDA �c OSOLELY FM THE TRU swn�THE THE USE W THIS CGPQENT FIR ANY Bm",.r. a TFE RMONSDIILM W TIE BUILEM nr 1040, PER SPACING SEE ABOVE ANSI/TPI I SEC. e (K_uetail - SLUIILt UtIA1L) -DETRi'L AOR TRUSSES OFFSET FOR 30" SCUTTLE OPENING. TRUSSES EACH SIDE OF SCUTTLE OPENING SHALL BE DESIGNED TO SUPPORT THEIR FULL TRIBUTARY LOAD. FOR AN OPENING OF 30", WITH TRUSS SPACING OF 24" ON CENTER, TRUSSES EACH SIDE SHALL BE DESIGNED FOR 28" 0/C. (30 + 1.5 + 24) / 2 = 27.75. ADEQUATE SPAN -RATED DECKING SHALL BE USED. BLOCKING AS SHOWN SHALL BE INSTALLED IF THE TRUSS SPACING EXCEEDS THE SPAN -RATING OF THE DECKING MATERIAL, OR AT THE DISCRETION OF THE BUILDING DESIGNER. THIS DETAIL IS NOT TO BE USED IN CONJUNCTION WITH PULL-DOWN OR PERMANENT STAIRS. (B) BLOCKING LUMBER OF -L STUD (GREEN) OR SPF #2. ATTACH BLOCKING WITH TWO 10d COMMON (0.148X3") NAILS, TYPICAL. Alternate framing: In lieu of ladder framing between truss bottom chords, a parallel rafter may be used as shown. (A) rafter mid -way between truss bottom chords. (T) 4X2 SPF/HF/DFL #2 or better trapeze at 48" maximum spacing. Attach trapeze to truss chords with (2)16d box nails (0.135"x3.5") Attach rafter to trapeze with (3)16d box nails. PARTIAL ROOF TRUSS LAYOUT <11-ITTCTY AV TOIICC MFR SEE ORIGINAL DRAWING FOR LUMBER, CONFIGURATION, CONNECTOR SIZES, AND SPACING AND LOADING INFORMATION. TOP VIEW 24"� TYPICAL 30 AC OP BOTTOM VIEW 24"� TYPICAL All. bectiion Alt. Bottom View (T) 1 48" max (T) 24" 124" 124" I 24" 131 .5" I 24" I 24" I 24" I 31 . 5" 31 .5" PLT TYP. High Strength,Wave TPI -95 (R—Detail - T12A) 5.00 CA 1 1 R F Scale S ates Fabricators 760-397-4122 p 85 435 Middleton Street, Thermal CA —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. NET E0. i0 BCS) 1,p3 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS ILA IC INSTITUTE. 587 D'ONDFED OR., SUITE 200. MADISON, NI $7119) AND MICA (MOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE IN, MADISON. NI 57119) FOR SAFETY PRACTICES PRIOR TO PERFORMING "ISI FUNCTIONS. UNLESS O111ERNISE INDICAIEO• TOP CHORD SHALL IIA VE PROPC PLY ATTACHED SiRDCTURAl PA N(l5 ANO BOTTOM CN90.D SMAII NAVE A vROPCPIY AITAC MED RIGID CnuNG. !1 ry� �O`� t.� ,7 ,P I M 1 2 D T C L L T C D L C DL R E F R 7 9 5 97247 DATE 05/12/05 DRW CAUSR795 05132125 ALPINE —IMPORTANT— " FURNISH A EOPY Or THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODDETS. IN S-1. NOT BE RESPONSIBLE FOR ANY OEVIAIIOH FROM IN15 DE51GN: ANr I.ILDRE iD 91,111.0 THE Ta SS IM CONE 00.MAN[[ WITH TPI: OR FABRICATING. HANDLING. NG. SHIPPING. IXSI ALLIxG 6 90.A[INL OF iRUSSC S. BC LL CA ENG GWH/GWH DE 5'GN CONFORMS WITH APPLICABLE PROVISIONS 01 NDS INAIIOxxL DESIGN SPEC. Br A11PA1 AMD IPI. ALPINE CONNL CTO0. PEA TES ANMADE OF 20/IB/16GA (M,H/$/K1 A$IN A65.1 4RAOC d0/60 (Y, K/N,S1 LAI Y. SIECI. APPIY NCESS OTIIC 0.N) SE )OCA ICD ON THIS DESIGN, POST TION PCR OR ANI NGS 16OA•I. PLATES TO EACH FACE OF TRUANO. UNLESS /� O t No. C 8005 * EXp, 6.30-2006 TOT L D . �J Alpine Engneered Products, Inc. ANV INSPECTION OF PLATES FOLLOW% BY (11 SHALL BE PER ANNOY A3 OI 1111'10.1 SCC.7. A SEAL ON IHIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY S9LEI.Y FOR THE TRUSS COMPONENT �q` C�Vill \P FROM P S Sacramento, CA 95828 BUSILN '"0 ­IHC SUIIAaiL TTY AMO USC 01 IHIS COMPONENT FOR ANY Bola DING IS TNI: Rl SPOxSl011.1 1,Y OF BDII01 HIS DISI GHER PER ANSI/TPI I SEE. 1. WIAfM+ SPACING See above JREF- 1SMZ795_Z12 r• m MI'm MI! mm m� m w m m m m m m PIGGYBACK DETAIL 100 MPH WIND. 30.00 FT MEAN HGT, ASCE 7-02 OR ASCE 80 MPH WIND. 30.00 FT MEAN HGT, SBC, 100 MPH WIND, 30.00 FT MEAN HGT, ASCE 7-98, 7-05, CLOSED BLGD, LOCATED ANYWHERE IN ROOF, CAT N. ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF CLOSED BLDG, LOCATED ANYWHERE IN ROOF, CAT II, EXP C. WIND TC DL -5.0 PSF, WIND BC DL=5.0 PSF. WIND TC DL -5.0 PSF, WIND BC DL=5.0 PSF. EXP. C, WIND TC DL=5.0 PSF, WIND BC DL=5.0 PSF. NOTE: TOP -CHORDS OF TRUSSES SUPPORTING PIGGYBACK CAP TRUSSES MUST BE ADEQUATLY BRACED BY SHEATHING OR PURLINS. PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS. DETAIL A FLAT TOP CHORD <= 12' PIGGYBACK CAP TRUSS TOENAILED TO ALL TOP CHORD BRACING WITH (2) 10d COMMON (0.148'z{3) NAILS. * 12' MIN RIGID SHEATHING OVERLAP WITH Bd COMMON (0.131'z2.57 OR GUN NAILS IN OVERLAP ZONE SPACED AT 4' O.C. FIAT TC BRACING PER SEALED DESIGNS DETAIL B FLAT TOP CHORD <= 20' PIGGYBACK CAP TRUSS TOENAD,ED TO ALL TOP ) 10d COMMON(SIDE Om?) NAILS AND RD #3(2G�RADE SCAB 4' 4' SSEEOCURED WITHG2R4 (1 COMMON NAILS AT 4 O.C. 2' ATTACH= WITH 10d 2' I iAT TC BRAalpG PER ENGINEER S SEALED DESIGN CAP TRUSS TOEN�D TO TOP CHORD BRACING AND SECURED WITH 3X8 TRULOX PLATES (EACH FACE) AT EACH END AND AT 1/9 POINTS. DETAIL C CIRCLED NUMBER INDICATES REQUIRED NUMBER OF 0.120' X 1.375' NAILS PER FACE. SEE DRAWING 180TL FOR TRULOX INFORMATION. FLAT TOP CHORD <= 30' IN LLEU OF TRULOX CONNECTORS, ALPINE 62PB SPECIAL PIGGYBACK CONNECTORS MAY BE USED. SHOP APPLY TOOTHED PORTION, ILO ATTACH TO MATING TRUSS WITH (4) 0.120' X 0.375' NAILS MINIMUM EACH FACE. 4) 8d COMMON NAILS (0.131"n.5-) FIAT TC BRACIPG ' X 8' X 1/2 RATED SHEATHING GUSSETS EACH PER ENGINEER 3 FACE)C AY I USED IN LIEU OF TRULOX PIA NAILSE PERET, RSS SEALED DESIGN (4) 1N CAITHP BC 8A 8d (4) IN COMMON FGUSIAT THIS DRAWING REPLACES DRAWINGS 581,870 do 981,880 mWARNWAm TRUSSES RETAME EXTRETE CARE IN FABRICATING. HANDLWL SFIPPDGC INSTALLIIG AIM �O�E BRACING REFER TO 3= OULZIM COPOENT SAFETY IN OMATTOO, PUBLISHED Br TPI cTRlus PLATE ALEDMORM VA 22314) AIM VTCA (V® TRUSS CDIBCIL ff TC LL PSF REF PIGGYBACK . INSTITUTE, 210 NORTH LEE STR. SUITE MP. AIER=& 6ENTERPRISE LN. NADISOi, w wnm FOR SAFETY PRACTICES PRM TO PERFamm THESE 4 300 \`e, W. I_ FUNCTIOIS. UNLESS OTIERV[SE DMICATED, nr OM SHALL HAVE PROPMY ATTACIED STRUCTURAL T` TC DL PSF DATE 2/23/07 VO PANELS AFM WT= CHORD SHALL HAVE A PROPERLY ATTACHED RM CEMM& h 5 fw10 BC DL PSF DRWG PIGBACKA0207 =wmANT— FLRIOSH CO'Y RF THIS DESI@1 To DISTALLATIIDI cmaRACTOI. ITv BCG. vr— SHALL wT BE � ANY DEVIAT= FIM THIS RESIG4 ANY FAUAJE TO BUILD THE Torus LN z NO. C4384 U BC LL PSF —ENG DLJ/KAR 7ALPINE fAFIISNICE WITH TPU OR FAMUCATDG, HANAIIG. SfOPP1Nf. VISTALLING \ BRACIIG OF TRUSSES. T" APPLICABLE� NO H -m OF = wssiloL � «� P. 6 TOT. LD. MAX 60 "PSF IDMEN TW BCG waEcrPLATES ARE 2D/iWli6GA40/60 CWXi /Hk * GALV. STM.. APPLY PLATES TO EACH FADE IF TRUSS AND. W.CSS DTHETIVISE LDCATED DN THIS ITA' BUILDING COMPONENTS GROUP, INC. POMPANO BEACH. FLORIDA N310N' POSITON PER DRAVDW 16CA-L ANY DISPECTDN IF PLATES BY m SHALL BE PER FF�� ANNEX A3 ff TPI I-2002 SEC 36 A SEAL ON THIS ERAVDG DOICIITES ACCEPTANCE lF PROFESSIONAL %A' CRY' - \�� OGDNEENMG RESPOSOILETY SOLELY FOR THE TRUSS COPOENT DESIGN SHDVK ME SUTTASIL.I7Y AIM 'l /� G '[Y`l� �yFCAUF� DUR. FAC. 1.15 USE IF THIS rnrPOEnT FOR ANY DIALDDNG IS THE aESPOUODITY OF THE SULISIIG DESlGa3t, PER c+� SPACING 24.0" ANSum I SEC. 2C ri �I■� r� r ' r r r r1 r� ��r 'ter ■r �r ar r r r . r GABLE DETAIL FOR LET -IN VERTICALS GABLE VERTICAL PLATE Sn= VERTICAL LENGT$ PLATE TF PLATES BETWEEN CHORDS SIZE ov►P• LESS THAN 4' 0 1X4 OR 2E3 ZXB GREATER THAN 4' 0'. BUT ZX4 mm LSBS THAN 11. 8' 50 X GREATER THAN II 8' 2.5X4 2.0B Q+ REFER TO ENGINEERED TRUSS DESIGN FOR PEAR. SPIRE. WEB AND HIM PLATES. 2x8 50 X • IF GABLE VERTICAL PLATES OVERLAP. USE A SINGLE PLATE TO SPAN THE WEB. 2x4 SLK' 2*2X4*2M 10 X HE ENGINEERED TRUSS DESIGN. ATTACH EACH 7 REINFORCING MEMBER WITH HAND DRIVEN NAILS: Lod COMMON (0.148$ 3.'L10N) TOENAILS AT 4' O.C. PLUS (4) 16d COMMON (0.102' X 3.5',MIN0 TOENAILS IN TOP AND BOTTOM CHORD. GUN DRIVEN NAILS: ad COMMON (0.131'X 2.5',ION0 TOENAILS AT 4' O.C. PWS (4) TOENAILS IN TOP AND BOTTOM CHORD. THIS DETAIL TO BE USED WITH THE APPROPRIATE ALPINE GABLE DETAIL FOR ASCE OR SBCCI WIND LOAD. ASCE 7-93 GABLE DETAIL DRAWINGS A11016ENOZO7L A10015EN0207, A09016EN0207, A08015EN0207, A07015ENO207, A11030EN0207. A10090ENO207, A09030EN0207, AOBOs0EN0207, A07030EN0207 ASCE 7-98 GABLE DETAIL DRAWINGS' A13016ECO207, A12016ECO207, A11016ECO207, A10015ECO207, A08515ECO207, A1303MWO207L A12030ECOZO7, A110302CO207, A10030ECO207, A08NORCOZ07 ASCE 7-02 GABIB DETAIL DRAWINGS A1301 207, A12015EEOZD7. A11o15EEOZOT. A10015RES207, A08516EE0207. A13030EE0207. A12030EE0207. A11030EE0207, A10030EE0207, A08530=207 ASCE 7-05 GART DETAIL DRAWINGS A13015E50207, A12015E50207, A11016E60207. A10015E60207, A08516980207, A1303CE50207. A12030E60207, A1IGSOE60207. A10030EB0207. A0853CE50207 886 APPROPRIATE ALPINE GABLE DETAIL (ASCE OR SBCCI WIND LOAD) FOR MAXIMUM UNRSIiFORCED GABLE VERTICAL LENGTH. MWARImNGKO TRUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDI.M 941PPM INSTALLING AND BRACING REFER TO BRI NMOLDIG CO POTENT SAFETY IN FOR NATIO(, PUMJS1ED BY TPI (TRUSS PLATE INSTITUTE, 21B NORTH LEE STI.. SUITE 31Z ALEXANDRIA. VA 22314) AND VTCA (VOID TRUSS FaBCIL OF ANERICA, 63M ENTERPRISE LN, MADISM VI 53719) FOR SAFETY PRACTICES PRIOR TO PERFO RING THESE FUNCTIONS LBLESS OT)ERVISE INIZIATED, TIP CHORD SHALL HAVE PRO43LY ATTACHED STRUCTIFAL PANELS AND BETTOR CHORD SWILL HAVE A PRO PLY ATTACHED RMID CEZLDNG 7a7GALV �ORTANTM FIRxiS+ LAY 1F T� nEsm, TO INSTALLATION CONTRACTS ITV BCG, I- SHALL NOT SE RESPOdDLE FOR ANT DEVIATM N FRIM THIS DESIG6 ANY FALIBIE TO BUILD THE TRUSS IN CTD6QtNAlCE VITH TPU OR FABRICATING. IIAN�TNSe . INSTALLING L BRACING O' TR115SES DESIGN COFO(lS VEIN APPLIGW.E PROVISIOB OF FDS (NATIONAL DESIGN SPEC, BY NAPA) AND TPL ITV. BCG CQatECTOt PLATES ARE MADE IF 2QAVI6GA CVJVSS/10 ASTM A633 (WJ4K W60 RWXIHLSS) . STEEL. APPLY PLATES TO EACH FANS OF TRUSS AND. U U= OTHERWISE LOCATED ON THIS ITL. BUILDING COMPONENTS GROUP. INC. """'P�IT1tN PER DRAWINGS IM -Z' ANY 1�PECTTa OF PLATES FT1LOVm BY CD SHALL BE PER ANNEX A3 O' TPI 1-2002 SEG 3. A SEAL ON TIO DRAVIG INDICATES ACCEPTANCE OF PROiSSIOUL POMPANO BEACH. FLORIDA ENGIE11ttIIG RE'SPONSIBD.ITY S11ELY FOR THE TRUSS L9POEIff DFSION AWN THE SUITABILITY AND USE ff THIS IaPOi7(f FOR ANY Em DAG R THE RESPO6OILITY 13F THE 1UI.TOM DESIOER. PER ANSLIM 1 SEC. P. TO CONVERT FROM IL' TO '1'' REINFORCING MSYBffiL4, MULTIPLY 'P' FACTOR BY LENGTH (BASED ON GABLE VERTICAL SPECIES, GRADE AND SPACING) FOR (1) 2X4 'L' BRACE, GROUP AL OBTAINED FROM THE APPROPRIATE ALPINE GABLE DETAIL FOR ASCE OR SBCCI WIND LOAD. mAxam ALLOWABLE "T" RmNFORCED GABLE VERTICAL LENGTH IS 14' FROM TOP TO BOTTOM CHORD - WEB LENGTH INCREASE W/ "T" BRAC] RIND SPEED AND MRH "1"' REDNF. MBR. SIZE SBCCI ASCE 110 MPH 15 FT 2x4 30 X 10 X 2z8 40 X 50 X 110 MPH 30 FT 2:4 IO.X 10 X 2x8 50 X 50 X 100 MPH 15 FT 2x4 10 X 10 X 2z6 SO X 50 X 100 MPH SO FT 2x4 30 X 10 X 2z6 40 X 40 X 90 MPH 15 FT Zz4 20 X 30 X 2z6 20 X 40 X 90 MPH s0 FT 2x4 10 % 10 X 2x8 30 X 50 X 80 MPH 15 FT Zx4 10 X 20 X 2x8 10 X 30 X 80 MPH s0 FT 2x4 20 X 10 X 2z8 20 % 40 X 70 MPH 15 FT 2z4 0 X 20 X 2t8 0 X 20 X 70 MPH so FT 2x4 10 X 20 X 2x8 1 10 X 30 X EXAMPLE: ASCE WIND SPEED = 100 MPH MEAN ROOF HEIGHT - 30 FT GABLE VERTICAL = 24' O.C. SP #3 'I" REINFORCING MEMBER SIZE = 2X4 'Y' BRACE INCREASE (FROM ABOVE) = IOX = 1.10 (1) ZX4 'L' BRACE LENGTH - 6' 7' MAM M 'T' REINFORCED GABLE VERTICAL LENGTH 1.10 x B' 7' = 7' 3' REPLACES DRAWINGS GABOO117 078,719 & HC26294035 REF LET—IN VERT DATE 2/23/07 DRWG GBLLETIN0207 —ENG DLJ/KAR MAX TOT. LD. 60 PSF DUR. FAC. ANY MAX SPACING 24.0" `MgpELt10M 677 TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124' AVENUE VANCOUVER, WA 98684 We are an inspection agency recognized by the International Conference of Building Officials. Council of American Building Officials NER — QA275. This is to verify that: SPATES FABRICATORS, INC 85-435. MIDDLETON STREET THERMAL, CA 92274 is under our Audited Quality Control Program and has been since: JUNE, 1990 We audit the production Quarterly under the Uniform Building Code Section 2304.4.4. TONY LEWIN MANAGER OF WESTERN TRUSS DIVISION %�ER-5352 F�EPORTT"' Reissued July 1, 2002 ICBO Evaluation Service, Inc. • 5360 Workman Mill Road, Whittier, California 90601 - www.icboes.org Filing Category: FASTENERS—Steel Gusset Plates WAVE TM METAL CONNECTOR PLATE FOR WOOD TRUSSES ALPINE ENGINEERED PRODUCTS, INC. 1950 MARLEY DRIVE HAINES CITY, FLORIDA 33844 1.0 SUBJECT WAVE TM Metal Connector Plate for Wood Trusses. 2.0 DESCRIPTION 2.1 General: The WAVE plate is a metal connector plate for wood trusses. The plates are manufactured from galvanized steel in various lengths and widths and have integral teeth that are designed to laterally transmit loads 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. 2.2 Materials: The WAVE plate is manufactured from No. 20 gage [0.0356 inch (0.90 mm)], ASTM A 653-94 SQ, Grade 40, structural - quality steel with a hot -dipped galvanized coating designated G60. The WAVE plate has slots approximately 0.50 inch (12.7 mm) long by 0.12 inch (3.0 mm) wide 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'/, 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 0.06 inch (1.5 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 2 inches (51 mm), respectively. See Figure 5 for details of plate dimensions. There are 8 teeth per square inch (1.24 teeth per square centimeter) of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 0.41 inch (10.4 mm), and the width of each tooth is approximately 0.12 inch (3.05 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 40 degrees with respect to the plate width. 2.3 Allowable Loads: Tables 1, 2 and 3 show allowable lateral loads, tension loads and shear loads for the WAVE metal plate connectors. Also, refer to Figures 1, 2 and 3 for load conditions. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A copy of the ANSI/TPI 1- 1995 standard must be supplied to the building department 2.3.1 Lateral Resistance: Each metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, as determined by 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/TPI 1-1995. Table 1 shows allowable lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Each metal connector plate must, be designed for tension capacity, based on the orientation of the metal connector plate relative to the direction of the load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension loads (in units of pounds per lineal inch -per pair of plates) for the metal connector plates, based on the net section of the metal connector plates for tension joints, which is the allowable tensile stress of the metal multiplied by the metal connector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design forshear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. The net section of the metal connector plates for heel joints and other joints involving shear must be designed using the allowable shear values (shown in Table 3 in units of pounds per lineal inch per pair of plates) for the metal connector plates, which is the allowable shear stress of the metal multiplied by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 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 reduction factors to be considered cumulatively are as follows: Allowable lateral resistance values for the WAVE 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 having minimum roller diameters equal to 18 inches (457 mm). 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 for the 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. when requested by the building official. REPORTS" are not to be construed as representing aesthetics or any other attributes nor specifically addressed, nor are they to be construed as an endorsement of the subject oJthe report or a recommendation for its use. There is no warranty by ICBO Evaluation Service, Inc.. express or implied, as to anyftnding or other matter in this report, or as to any product covered by the report. Copyright © 2002 Page 1 of 5 11 u n J I il Page 2 of 5 ER -5352 2. Allowable lateral resistance values for the WAVE 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 WAVE metal connector plates are installed in lumber having a moisture content greater than 19 percent at the time of truss fabrication. 4. Allowable lateral resistance values for WAVE metal connector plates installed at the heel joint of a fabricated wood truss must be reduced by the heel -joint reduction factor, HR, as follows: HR = 0.85 - 0.05 (12 tang -2.0) where: 0.65sHR50.85 0 =angle between lines of action of the top and bottom chords shown in Figure 4. This heel -joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.5 Combined Shear and Tension: Each WAVE 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 in accordance with Section 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Metal connector plates designed only for axial forces 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 2335.5 of the 1997 Uniform Building CodeTA° (UBC). Calculations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design drawing, the following information, at a minimum, 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 and any adjustments to lumber -and -metal -connector -plate allowable values for conditions of use. 2.5 Truss Fabrication: 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 UBC and Section 4 of ANSI/TPI 1-1995, National Design Standard for Metal Plate Connected Wood Truss Construction. The allowable loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneumatic embedment presses; multiple roller presses that use partial embedment followed by full . embedment rollers; combinations of partial embedment roller/hydraulic or pneumatic presses that feed trusses into a stationary finish roller press; or, if the adjustment factors given in Table 4 are used, single -pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have. minimum 18 -inch (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset before passing through the roller press by striking at least two opposite corners of each plate with a hammer. 2.6 Identification: Each WAVE metal connector plate is embossed with the identifying mark "WAVE" 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. 4.0 FINDINGS That the WAVE metal connector plate for wood trusses complies with the 1997 Uniform Building CodeTm (UBC), subject to the following conditions: 4.1 For the trusses using metal connector plates described in this report, plans and calculations must be submitted to the building official. 4.2 The metal connector plates are designed to transfer the required loads in accordance with 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. 4.3 The allowable loads forthe metal connector plates must comply with this evaluation report. 4.4 Teeth of metal connector plates placed in knots, bark, pitch pockets, holes, and joint gaps are considered ineffective. 4.5 Metal connector plates are installed in pairs on opposite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described in this report must be fabricated by a truss fabricator approved by the building official in accordance with Section 2321 of the UBC. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accordance with Section 2335.5 of the UBC. 4.8 Application of the allowable loads (shown in the tables in this report) for metal connector plates embedded in lumber treated with fire -resistive chemicals is outside the scope of this report. 4.9 Where one-hourfire-resistive rating is required for trusses using WAVE connectors, see evaluation reports ER -1632 and ER -5640. This report is subject to re-examination in one year. �i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Page 3 of 5 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE WAVE' METAL CONNECTOR PLATEI ER -5352 For Si: 1 inch = 25.4 mm, 1 psi = 6.89 kPa. ISee Figure I for a description of plate orientation. 2The tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate. 3Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 417or metal plates rated by the semi -net area method, the end distance of I/2 inch, measured parallel to grain, must be excluded when determing the metal plate coverage for each member of a joint. See Figure 2 for examples of joints affected by the mandatory reduction of plate coverage. L LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE2.3 PLATE MODEL Species SpeclHc Gravity AA EA AE EE Allowable Load Per Plate (pounds per square Inch of plate contact area)x METAL PLATE VALUES RATED BY GROSS AREA METHOD Douglas fir 0.49 206 156 145 153 Hem -fir 0.43 164 109 106 124 Southern pine 0.55 - 206 158 163 170 " Spruce -pine -fir 0.42 159 109 106 118 WAVE METAL PLATE VALUES RATED BY SEMI -NET AREA METHOD4 Douglas fir 0.49 275 195 145 153 Hem -fir 0.43 208 134 106 124 Southern pine 0.55 275 195 163 170 Spruce -pine -fir 0.42 208 130 106 118 For Si: 1 inch = 25.4 mm, 1 psi = 6.89 kPa. ISee Figure I for a description of plate orientation. 2The tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate. 3Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 417or metal plates rated by the semi -net area method, the end distance of I/2 inch, measured parallel to grain, must be excluded when determing the metal plate coverage for each member of a joint. See Figure 2 for examples of joints affected by the mandatory reduction of plate coverage. L AA Orientation AE Orientation Id Load EA Orientation Load FIGURE 1—PLATE ORIENTATIONS EE Orientation 5pr 'iia 61 � l�}.oj til AA Orientation AE Orientation Id Load EA Orientation Load FIGURE 1—PLATE ORIENTATIONS EE Orientation Page 4 of 5 For Sl: I inch = 25.4 mm. FIGURE 2—END DISTANCE REDUCTION REQUIREMENTS FOR SEMI -NET AREA METHOD ER -5352 TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PLATEI PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 3 0° 90° 0° 90° Allowable Tension Load (pounds per linear Inch per pair of plates) Tension Load Efficlency Ratio WAVE' 895 849 0.512 0.486 For SI: I psi = 6.89 kPa. ISee Figure 3 for a description of plate orientation. 2The 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. Length Width Load Load Load (a) 0° Plate Orientation (b) 900 Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE- METAL CONNECTOR PLATE PLATE 0° 1 30° 1 60° 1 . 90° 1 120° 1 150° 0° 130° 60°1 90° 120° 1 150° MODEL y � IM WAVE' 656 1 861 1 969 1 567 1 529 556 0.563 1 0.739 1 0.832 1 0.487 0.454 0.477 �Ir -13 Load Load (a) 0° Plate Orientation (b) 900 Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE- METAL CONNECTOR PLATE For SI: I psi = 6.89 kPa. DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0° 1 30° 1 60° 1 . 90° 1 120° 1 150° 0° 130° 60°1 90° 120° 1 150° MODEL Allowable Shear Load (pounds per linear Inch per pair of plates) Shear Load Efficiency Ratio WAVE' 656 1 861 1 969 1 567 1 529 556 0.563 1 0.739 1 0.832 1 0.487 0.454 0.477 For SI: I psi = 6.89 kPa. ii Page 5 of 5 ER -5352 TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, OR, FOR THE WAVE" METAL CONNECTOR PLATE INSTALLED WITH MINIMUM 18 -INCH -DIAMETER SINGLE -PASS ROLLER PRESSES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE LUMBER SPECIES AE EE PLATE MODEL SPECIFIC GRAVITY' AA EA WAVE' 0.49 0.815 0.885 0.815 0.885 0.50 0.870 0.905 0.870 0.905 For SI: I inch = 25.4 mm. IThe QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with average published specific gravity of 0.49 or lower, and the QR value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with average published specific gravity of 0.50 or higher. 0 FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES Plate Length Plate Width �3/0 in a 0.25 In (6.35 nm) o.c. between slots L 0.12 In %3.05 nn) 0.0356 in (minimum) slot width \ 1 In 125.4 mm) o.c. 0.5 in (12.7 nn) between slots uFFset between slut length adjacent slots 0.06 in (1.52 nn) PLATE AVAILABLE IN INCREMENTS OF 1 IN (25.4 r m). For SI: 1 inch = 25.4 mm. FIGURE 5—WAVE PLATE'" DIMENSIONS