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AR (13-1664) (Truss Calculations)- A. I A Jacks - SjS FABRICATORS II 12 I II o r Job Name: . _I i II \\Al Lathrop Caslta t • Address: + • 4 %?.% DNS .1 r� -D AND uE`;. RftrI WEi� ❑ R�. j1..5 -DANDRIES. ❑ 'E3ECTE [; :SH: ASCOT t r cEra.�w COrr2CtS4yS or conirnentS r?adt. Orl -Z - ?';t re'•i4tve cCCc.;;_cto, frOM i ngs during this reti. et.� do A 1' t'.ita Ll: re,.lu4 :•- Tits :,t `the comp>Iaiicc is only for MVIe a of and spacific,Licrs. Ttl:s cher—, h general conformance with the desi� con—r€ the ,; ,�t,c.e v'i► . tl., itjr�J :Iron projc�ct and general coi. Y1 �, is ` given in the contrt<ct 1respo~. ible for confirming co: . d��:cnsicis: sc eciirg titin a t i:IYN--s .ef const. �ci:o;�, eche f a:i oti?C.r tlt:l'Z:i; i3i� �x[`;�i� with tat o 14:s'work-in a safe ' tisac+ctGf)� I IS2aiin:r. Date 49298 Montana Way , • I4iid A 2 (7) � N - OA I Designer: QI I I I I I I Project Manager: Job #: • CIT BI�IIP • ' II(®F II 2 - r LA C��JIIVT/ )ING & SAFETY DEPT !PPROVED R CONSTnUCTION 'M-3308 !Plan /Elevation: A A -. BY I nA j. - I N IIID mIesi�pare� com_ inpu_ SPATES FABRICATORS (GS) r LUMBER 1SPECIFICATIONS TC: 2x4 OF 418BTR; 2x6 OF SS T2 BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERALSUPPORT<=-12'OC.-UON. - NOTE: 2x4 BRACING AT 24'OC LON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN 018,CN18 (or no prefix) = CompuTrus, Inc M,M2bHS,M18HS,M16 ='MiTek MT series SINGLE MEMBER AS SHOWN. HANGERS ATTACHED TO BOTTOM CHORD WILL HAVE 1.5' MAX. NAIL PENETRATION. HANGER BY OTHERS. rn 0 LO 0 N M -3x6 13-08-00 HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 40.0= 80.0 PLF 0'- 0.0' TO 6'- 0.0' V TC UNIF LL( 80.0)+DL 80.0 = 160.0 PLF 6'- 0.0' TO 7'- 8.0' V TC UNIF LL( 40.0)+DLJ 40.0 = 80.0 PLF 7'- 8.0' TO 13'- 8.0' V BC UNIF LL( 0.0)+DL 28.0 = 28.0 PLF 01- 0.0' TO 131- 8.0' V TC CONC TC CONC LL( 200.0)+OL� 200.0)= 400.0 LBS @ 7'- 8.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. ' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.063' @ 7'- 8.0' Allowed = 0.425' MAX DL CREEP DEFL = -0.118' @ 7'- 8.0' Allowed = 0.637' MAX TL CREEP DEFL = -0.181' @ 7'- 8.0' Allowed = 0.637' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.118' MAX HORIZ. LL DEFL = 0.017' @ 13'- 2.5' MAX HORIZ. TL DEFL = 0.040' @ 13'- 2.5' Wind: 85 mph, h=15ft, TCDL=I2.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2 Exp.C, MWFRS, interior zone, load duration factor=l.6 „ 5-11-11 1-08-10 5-11-11 Truss designed for wind loads 400# 400# in the plane of the truss only. 12 12 Design checked for a 300 lb concentrated top chord 4.00 C- a 4.00 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. M -5x6 M -3x4 T2 M -2x4 M -3x6 5-03-12 3-02-04 5-02 I ,IPL:10-00-12 13-08 OB AME:ML=althrop Casita - Al Truss: '""`-+ DES. BY: AM DATE: 3/11/2014 SEQ.: 5850044 TRANS ID: 393109 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown + 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIANTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E Scale: 0.4551 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in anon -corrosive environment, and are for -dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) co O LOO O CBC2010/IBC2009 MAX MEMBER FORCES 1.00 0 80 1 103 3- 4=J-2674) -2675)4=�0) 2449 3- 6=� 198 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 0'- 0.0' 0/ 1205V .58/ 58H 5.50' 1.28 OF 625 13'- 8.0' OI 1205V -58/ 58H 5.50' 1.28 OF 625 BRG @ 0'- 0.0' 1.28 DF/ 1.98 HFI 1.89 SPF BRG @ 13'- 8.0' 1.28 DF/ 1.98 HFI 1.89 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.063' @ 7'- 8.0' Allowed = 0.425' MAX DL CREEP DEFL = -0.118' @ 7'- 8.0' Allowed = 0.637' MAX TL CREEP DEFL = -0.181' @ 7'- 8.0' Allowed = 0.637' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.118' MAX HORIZ. LL DEFL = 0.017' @ 13'- 2.5' MAX HORIZ. TL DEFL = 0.040' @ 13'- 2.5' Wind: 85 mph, h=15ft, TCDL=I2.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2 Exp.C, MWFRS, interior zone, load duration factor=l.6 „ 5-11-11 1-08-10 5-11-11 Truss designed for wind loads 400# 400# in the plane of the truss only. 12 12 Design checked for a 300 lb concentrated top chord 4.00 C- a 4.00 live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. M -5x6 M -3x4 T2 M -2x4 M -3x6 5-03-12 3-02-04 5-02 I ,IPL:10-00-12 13-08 OB AME:ML=althrop Casita - Al Truss: '""`-+ DES. BY: AM DATE: 3/11/2014 SEQ.: 5850044 TRANS ID: 393109 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown + 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIANTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E Scale: 0.4551 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in anon -corrosive environment, and are for -dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) co O LOO O II IIID cb O _desi�Dare corn_ inp� SPATES FABRICATORS N 1. Builder and erection contractor should be advised of all General Notes 1. This design is based Dory upon the parameters shown and is for an individual T and Warnings before construction commences. cc (GS f LUMBER ISPECIFICATIONS TRUSS SPAN 13'• 8.0' O DES. BY: AM CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: • 2x4.DF H18BTR DATE: 3/11/2014 LOAD DURATION INCREASE = 1.25 > 1-2=(-997 0 1.4= 0 849 4-2=O 273 0 ( ) BC: 2x4 OF N18BTR SEQ. : 5850045 SPACED 24.0' O.C. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 393109 2-3=(-997 4-3=50; 849 WEBS: 2x4 OF N18BTR 5. CompuTrus has no control over and assumes no responsibility the rte " fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. signs LOADING 8. Plates shall be located on both faces of truss, and placed so their center TPI WfCA in BCSI, copies of which will be furnished upon request TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0){DL( 20.0) ON TOP CHORD = 40.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE . INCHES (SPECIES) TOTAL LOAD = 47.0 PSF 01• 0.0' Of 642V -55/ 55H 3.50' 0.69 OF625) Connector plate prefix designators: 13'- 8.0' 01 642V -55/ 55H 3.50' 0.69 OF.625) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M26HS,M18HS, 16 = MiTek MT series REQUIREMENTS OF CBC 2010 NOT BEING MET. BRG @ 0'- 0.0' 0.69 DF/ 1.06 HF/ 1.01 SPF BRG @ 13'- 8.0' 0.69 DF/ 1.06 HF/ 1.01 SPF t BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.017' @ 6'- 10.0' Allowed = 0.436' MAX DL CREEP DEFL = •0.038' @ 6'- 10.0' Allowed = 0.654' MAX TL CREEP DEFL = -0.055' @ 6'- 10.0' Allowed = 0.654' ` RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.038' - MAX HORIZ. LL DEFL = 0.006' @ 13'- 4.5' MAX HORIZ. TL DEFL = 0.014' @ 13'- 4.5' Wind: 85 mph, h=15ft TCDL=12.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat./2 Exp. C, MWFRS, - interior zone, load duration factor=l.6„ 6-10 6-10 Truss designed for wind loads in the plane of the truss only. 12 12 Design checked for a 300 lb concentrated top chord ' 4.00 a 4.00 '': live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. IIM-4x4 A n- M cb O GENERAL NOTES, unless otherwise noted N 1. Builder and erection contractor should be advised of all General Notes 1. This design is based Dory upon the parameters shown and is for an individual T and Warnings before construction commences. cc 2. 2x4 compression web bracing must De installed where shown �. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction O DES. BY: AM O I. 6.10 '<PL:10-00,1.2 _ JOB NAME: Lathrop Casita - A2 13-08 6-10 Scale: 0.4551 �p ly�p,/14 WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This design is based Dory upon the parameters shown and is for an individual Trus S : - and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must De installed where shown �. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and chords to be ry braced et DES. BY: AM is the responsibility of the erector. Additional permanent bracing of vely u roup and at ea in respectively unless braced throughout their length by 2' continuous continuous sheathing sato as plywood sheathing(TC) and/or drywall(BC). DATE: 3/11/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5850045 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 393109 design loads be applied to any component. for and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the rte " fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. signs 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI WfCA in BCSI, copies of which will be furnished upon request lines coincide cwith joint center lines. VIII VIII I II I I VIII III I I III I III 9. Digits indicate sae of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �p ly�p,/14 D GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the Los trusses no estin marcados de ning6n modo que frequency or location of temporary lateral restraint idenbliquelafrecuenciaolocalizacidnderestdccicinlateral and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use las recomendaclones for handling, Installing and temporary restraining de manejo, instalad6n, restdcci6n yarriostre temporal de and bracing of trusses. Refer to SCSI - Guide to los trusses. Vea el folleto BCSI - Guia de Buena Pratt ca Good Practice for Handling, Installing. Restraining para el Mangjo. Instalaci6n. Restriccicin yArrioslre de los - & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Playas de Metal*** Trusses*** for more detailed information. para informad6n mos detallada. Truss Design Drawings may specify locations of Los dibujos de disehor de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizadones de restdccibn lateral permanente o individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la 83*** for more information. All other permanent hoja resumen BCSI-B3*** para mos informad6n. EI bracing design is the responsibility of the building recto de los disenos de arriostres permanentes son la designer. responsabilidad del dlsenador del edifido. AWARNING The consequences of improper y "Top Chord Temporary Lateral Restraint (TCTLR) Spacing t handling, erecting, installing, restraining Espaclamiento del Arriostre.Temporal dela Cuerda Superior, and bracing can result in a collapse of the 10'(3 m) o.c. max. structure, or worse, serious personal injury or death. 8'(2.4 m) o.c. max. iADVERTENCIA! EI resultado de un manejo, I levantamiento, instalaci6n, restricci6n y arrisotre �- incorrecto puede ser la tarda de la estroctura o ' abn peor, heridos o muertos. A ACAUV Ertl Exercise care when removing WARNING Do not over load supporting structure with truss bundle. banding and handling trusses to avoid damaging trusses and prevent injury. Wear Asphalt Shingles three lift points for bundles of top chord pitch personal protective equipment for the eyes, trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de >45'(13.7 m). feet, hands and head when working with Puede usar un solo lugar de levantar para pa- Place truss bundles in stable position. quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30'o mens. trusses. Use por to menos dos puntos de levantar con m grupos de trusses de cuerda superior inclinada CAUFMN Utilice cautela at quitar las ataduras hasta 60'y trusses de cuerdas paralelas hasta = o los pedazos de metal de sujetar pard evitar dafio a mas de 60'y trusses de cuerdas paralelas mas de 45' IDS trusses y prevenir la hedda personal. Lleve el equipo protectivo personal para ojos, pies, ACWTM Use mans y cabeza cuando trabaja con trusses. special care in tuido windy weather or dias near power lines de and airports. de Spreader bar , for truss HANDLING MANE10EVETM Avoid lateral bending. Evite la fiexicin lateral. Use proper rig- Use ging and hoisting pa The contractor is responsible for equipment. imp property receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. EI contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los busses en la tierra liso para prevenir el dan-o. rr -�Ik :.a (S) DO NOT store NO unbraced bundles ve upright. trusses Trusses may be unloaded directly on the ground ar� at the time of delivery or stored temporarily in- • contact -with the ground after delivery. If trusses t+ are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10'(3 m) on -center (D.C.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o' almacenados tempordlmente en contacro con el suelo despuds de entrega. Si los trusses estaran guardados para mas de una semana, ponga bloqueando de altura suficlente detras de la pila (S) DO NOT store on NO de los trusses a 8 hasty 10 pies en centro (o.c.). uneven ground. des! 0 For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cube los paquetes para protegedos del ambience. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of - = trusses. r Vea el folleto BCSI*** para intormad6n mas decal- lada.sobre el manejo y almacenado de los trusses _ en area de trabajo. D T IN/YEM Utilice do especial en ventosos o cerca cables elddricos o aeropuertos. _0 O equipo apropiado Para levantar e rovisar almacene rticalmente los sueltos. almacene en Cierra gual. . MO. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DONT overload the crane. y "Top Chord Temporary Lateral Restraint (TCTLR) Spacing t NO sobrecargue la gr6a. Espaclamiento del Arriostre.Temporal dela Cuerda Superior, NEVER use banding to lift a bundle. 10'(3 m) o.c. max. NUNCA use las ataduras para levantar un paquete. 0 A single lift point may be used for bundles of 8'(2.4 m) o.c. max. top chord pitch trusses up to 45' (13.7 m) and 12" (305 mm) parallel chord trusses up to 30' (9.1 m). 6'(1.8 m) o.c. max. Use at least two lift points for bundles of top A chord pitch trusses up to 60' (18.3 m) and paral- WARNING Do not over load supporting structure with truss bundle. lel chord trusses up to 45' (13.7 m). Use at least Asphalt Shingles three lift points for bundles of top chord pitch !ADVERTENCIA! No sobrecargue la trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de >45'(13.7 m). trusses. ' Puede usar un solo lugar de levantar para pa- Place truss bundles in stable position. quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30'o mens. Puce paquetes de trusses en una posici6n Use por to menos dos puntos de levantar con estable. grupos de trusses de cuerda superior inclinada hasta 60'y trusses de cuerdas paralelas hasta = 45' Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60'y trusses de cuerdas paralelas mas de 45' MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pico pat levantar puede 60' or less hater dan"o at truss. E Approx. 1/2 truss length Taglin0 / TRUSSES UP TO 30' (9.1 TRUSSES HASTA 30 PIES - Locate Spreader bar Attach 10' (3 m) above or stilfback O.C. max. mid -height - Toe -in . oreader bar Tf oe-In I _ Spreader bar 1/2 to 2/3 truss length Tagline Its Spreader bar 2/3 to TRUSSES UP TO 60' 0 PI m) _� I _ 3/4 truss length . TRUSSES HASTA60 PIES � � Tagline - TRUSSES UP TO AND OVER 60' (16.3 m) TRUSSES HASTA Y SOEIRE 60 PIES 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posici6n con equipo de gr6a hasta que la restricocin lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES - POR LA MANO 0 Trusses 20' - - Trusses 30' • (6.1 m) or (9.1 m) or - f less, support less, support at near peak. quarter points. Soporte Soporte de cerca at Pico los ------- los trussesI - Trusses up to 20' i I de tramo los f Trusses up to 30' de 20 pies o (6.1 m) trusses de 30 1 (9.1 m) mens. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA MSTALACION DE LOS TRUSSES 0 1 install round bracing. 2 Set first truss and attach securely to round bracing. 3 Set next 4 sty 9 9) Y 9 9) trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de Cierra. 2) Instate el primero truss y ate seguramente at arriostre de Cierra. 3) Instate los pr6ximos 4 trusses con resb1ccl6n lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal para los pianos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instate la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita dste procedimlento en grupos de cuatro trusses hasta que todos los trusses estdn instalados. Refer to BCSI-B2*** for more information. Vea el resumen BCSI-82*** para mos informad6n. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES RESTRICCIBNIARRIOSTRE PARA TODOS PLANOS DE TRUSSES This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. - Este mdtodo de restriccicin y arriostre es pat todo trusses excepto trusses de cuerda, paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restriccicin y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span y "Top Chord Temporary Lateral Restraint (TCTLR) Spacing t Longitud de Tramo Espaclamiento del Arriostre.Temporal dela Cuerda Superior, Up to 30' 10'(3 m) o.c. max. (9.1 IT 30'(9.1 m) - 8'(2.4 m) o.c. max. 45'(13.7 m) 12" (305 mm) 45'(13.7 m) - 6'(1.8 m) o.c. max. 60'(18.3 m) for more Information. 60'(18.3 m) - 4' (1.2 m) o.c. max. 80' (24.4 m)* Asphalt Shingles *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). 'Consulte a un Professional Registrado de Diseno para trusses mas de 60 pies. 0 See 0CSI-B2*** for TCTLR options. Vea el BCSI-B2*** para las options de TCTLR. ®• a`* Refer to SCSI -63*** for � Gable End Frame restraint/bracing/ reinforcement information.^v= Para informad6n sobre restricci6nl j TCTLR arriostrWrefuerzo para Armazones Hastiales vea el resumen BCSI-8 Note: Ground bracing not shown for clan ty.10" orAS) Truss attachment Repeat diagonal braces for each set of 4 trusses. required at support Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS '® LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! niar,nna) TEMPORARY RESTRAINT & BRACING RESTRICCION-YARRIOSTRE TEMPORAL . y Refer to BCSI-82*** for more information. Top Chord Temporary Vea el resumen SCSI -B2*** para mas informaci6n. Lateral Restraint (TCTLR) Locate ground braces for first truss directly in line 2x4 in. with all rows of top chord temporary lateral restraint table in the next column). Coloque los arriostres de tierrd para el primer truss directamente en linea con cada una de las filas de restricci6n lateral temporal de la cuerda -90' Brace first superior (vea la tabla en la pr6xima columna). truss securely DO NOT walk on unbraced trusses. before NO camine en trusses sueltos. f erection of additional DO NOT stand on truss overhangs until trusses. - Structural Sheathing has been applied to the truss and overhangs. Q NO se pare en voladizos cerchas hasta Revestimrento estructurel ha sido aplicado a la armadura y vola__. Bottom chords Of braces t every 10 truss space SO' (3.)-15, 3m)-15' (4.6 m) max. r 20' (6.1 m) max. Same spacing as bottom Note: Some chord and web members chord lateral restraint not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice reinforce- ment. Bottom chords i RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCIf)N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10'3 m) or Diagonal bracing Repeat diagonal bracing EMRefer to 151(4.6 m)• every 15 truss spaces 30' BCSI-B7*** for more (9.1 m) max. information. Vea el resumen SCSI -B7*** Para mos Informacl6n. t*. Apply diagonal brace to vertical webs at end of cantilever and at r t in "`- bearing locations. All lateral es ra is lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chord: and 151(4.6 m) o.c. for 4x2 chards. INSTALLING - INSTALACION t,r - put -of -Plane;: r, 0 Tolerances for Out -of -Plane. j Outof-Plumb Max. Bow Truss Length Tolerandas para Fuel de Plano. 3/4^ 12.5' m� Max. Bow D/50 D (ft.) 19 4" 3:8 m I'I Length ->'I �/ F1 ,c--.- .E _�1 1/4" 1' 7/8" 14.6' U Max B Lan 6 mm 0.3 m 22 mm 4.5 m 1/2" 2- 1" 16.7' Mex. Bow. -p 13 mm (0.6m) 25 mm 5.1 m t -• if 3/4" 3' 1-1/8" 18.8' Length ro ; Plumb 19 mm (0.9m) 29 mm 5.7 m C' ./ line 1" 4' 1-1/4" 20.8' Tolerances for f 25 mm 1.2 m 32 mm 6.3 m Out -of -Plumb. 1-1/4" 5' 1-3/8" 22.9' Tolerencias para + Diso max 32 mm 1.5 m 35 mm 7.0 m � Fuel-de-Plomada. ',,fi1� w=n 212 1-1/2" 25.0' I. 38 mm 7.6 IT1-3/4" 29.2' CONSTRUCTION LOADING 45 mm BmCARGA DE CONSTRUCCION 2" t 233.3' 51 mm 1Olin - DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. , hlazimum slack Height fvu proceoa con ra consrruccion nasra que roaas ras resmc• - crones laterales y da los arriostres estdn colocaos en form Material Height apropiada y Segura. Gypsum Board 12" (305 mm) DO NOT exceed maximum stack heights. Refer to BCSI-84*** for more Information. Plywood or OSB 16'(406 mm) NO exceda las alturas maximas de mont6n. Vea el resumen Asphalt Shingles 2 bundles BCSI-84*** para mas informad6n. . ' Concrete Block 8"(203 mm) CLR solace reinforcement Truss Member 2x CLR 1 A Minimum 2'2x Scab block centered over splice. Attach to CLR with minimum 8-16d Pace. (0.135x3.5') nails each side of splice or as specified by the Building Designer. SECTION A -A Truss Member Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. ' 10'(3 m)-115'(4�6m)ma JF._ EL ` Clay Tile 3-0 tiles high NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs.' l NUNCA apile los materlales, cerca de un pica, a centro de la luz, en ` N cantilevers o aleros. DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individuales. 0 Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. 0 Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES EMRefer to BCSI-B5.*** Truss bracing not shown for clarity. 1- Vea el resumen BCSI-B5. *** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ning6n miembro estructural de un truss, a menos que estd especificamente permitido en el dibujo del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. ' Trusses que se han sobrecargado durante la construccicin o han sido alterados sin la autor- izaci6n previa del Fabricante de Trusses, pueden hater nulo y sin efecto la garanda limitada del , Fabricante de Trusses' "'Contact the Component Manufacturer for more Information or consult a Registered Design Professional for assistance. To view a ran -panting PDF of this document, visit sbcindustry.coMbl. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator Or applic""e) are professionals with the upabalty to undertake the vrork they have agreed to do on any given project. If the contractor believes It needs assistance In some aspect of the construction project, it should seek assistance from a competent parry. The methods and procedures ouulned In this document are Intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations Por handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel Involved with truss design, manufacture and Installation, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a quailned building designer or contractor. It Is not Intended that these recommendations be Interpreted as superior to the building designer's design spedncation for handling, installing, restraining and bracing trusses and It does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, rook and all the Interrelated structural building components as determined by the contractor. Thus, SECA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. woaa rmw muse TRUSS PLATE INSTITUTE 6300 Enterprise lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 • sbdndustry.com 703/683-1010 • tpinst.org 11 1 IFEBRIJARY14,2012� CONVENTIONAL VALLEY FRAMING DETAIL I ST -VALLEY( 00 baa 0 00 0 00 �a MiTek USA, Inc. 1 i 1 1 1 1 1 1 MiTek USA, Inc. RIDGE BOARD GABLE END, COMMON TRUSS ( SEE NOTE #6) OR GIRDER TRUSS ----- POST (24" O.C. ) GABLE END, COMMON TRUSS rL_Hly JCV I IVIV TRUSS MUST BE SHEATHED NOTE: GENERAL SPECIFICATIONS ------------------ ------ ------------ ----- ----- ----- TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) VALLEY PLATE ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.131") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF ( SEE NOTE #4) FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X .131 ")TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING I POST IS 24" O.C. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131-) TOE -NAILS. VALLEY RAFTERS �' '' ( SEE NOTE #8) SOON F INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131-) NAILS. ( SEE NOTE #2) V� 2C 2 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN " 74486 PLAN DRAWING POST (24" O.C. ) GABLE END, COMMON TRUSS rL_Hly JCV I IVIV TRUSS MUST BE SHEATHED NOTE: GENERAL SPECIFICATIONS 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.131") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X.131 ")NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X .131 ")TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131-) TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131") TOE -NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48"0.0 (OR LESS) ALONG EACH RAFTER. SOON F INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131-) NAILS. Q' Q O �'C FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131.) NAILS. V� 2C 2 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN " 74486 rn rn YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. EX 1-13 * n LTE. CI�pEPCTION i FOR GABLE ENDS OVER 6'-1" IN HEIGHT CompuTfius, iilC""MINIMUMGABLESTUD GRADE2x4CONSTRUCTION GRADE DOUG -FIR GABLE STUD SPACING 16" oc Custom Software Engineering Manufacturing QROFESS/0,� A cBACrKNGIINUOUS r l �ATTtCH EO WITH 16d a> O-0170 Zgo� CD M0> I 0 M -j DG GABLELOC(+ 6 ") DEI: 07/01/09 TRE - 1:I 25-15 DES�SC IBC 2009 / CBC 2010 SEQ: S151507 2x4 2x4 BRACES. BRACED AT 6'-0" MAXIMUM M -2.5x4 EXP. 3131115 ENG\ �P grFOF CA1.1F0�� ` t4 2x4 STUD " Lo Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h=30ft max, ASCE 7-05, Enclosed, Cat.2, Exp.C, gable end zone, load duration factor -1.6 V-0" o.c. MAX M -2.5x4 iz II II II II II II M -1x3 Typical I I II II 16" IMAX CONDITION 22 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.7. 2 GABLE END TRUSS ISADEQUATELYAND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. SHEATHING TO GABLE END 2x4 BLOCKS WITH 3.16d NAILS EACH END 8d NAIL AT / 6" o.c. GABLE STUD 1-16d 2x4 BLOCK 2-16d WITH ` \ TOE NAIL R\ 8d NAIL AT 6" o.c. NOTCHED PER OUTLOOKER SPACING 2x4 BRACE WITH 4-16d NAILS EACH END. 2-16d 2-16d M -2.5x4 16d at 24" O.C. Design conforms to Main Windforce-Resisting FOR GABLE ENDS UNDER 6-11". IN HEIGHT System also Components and Cladding criteria. //��CllimpuTrus, Inc. MINIMUM GABLE STUD GRADE -2x4 STUD GRADE DOUG -FIR Wind: 90 mph, h=30ft max, ASCE?-05, Custom Software Engineering Manufacturing GABLE STUD SPACING 16" oc Enclosed, Cat.2, Exp -C, gable end zone, load duration factor -1.6 CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, GABLE END PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TOONE FACE. STUCCO MUST BE ATTACHED IN M -2.5x4 ACCORDANCE WITH IBC TABLE 2306.7. (2) 2 GABLE ENOTRUSS ISADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. 2x4 BRACE AT 16'-0" o.c. OR AT ` w CENTERLINE. ATTACH WITH 16d iY M-1x3Typical NAILS SHOWN IN O. > • L (2) 2x4 STUDS " d t V , J • fn STRUCTURAL TRUSSES M -2.5x4 16• ' MAX '� • �f PLATE 1/ADICC• - t91 yfUl CO I d BRACING 0-GABhE•EN m oVpOFESS/p "Y 0 G50 90 oM CD ®>�Ujarn No. 0806 <y EXP. 3/31/15 Om 1 OiL4//11/3 �Q- ENG1 00 n =—_sr9l I DRAGGABLE b@OC"—.6'�1"j FOFCAL\FO DATE: �07/0 /1 09��11 REF: 25—T5 --IDES: SC IBC 2009 / CBC 2010 SEQ: S151508 CUTOUT FOR 4x2 OUTLOOKER M -2.5x4 (SpI) CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER OFF STUD 1x4 ADD-ON. ATTACH OVER STUD WITH 8d NAILS AT 9" o.c. 42 OUTLOOKER DETAILS MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE L -V -Jaa 0 00 a ' MiTek USA, Inc. MiTek USA, Inc. Page 1 Of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL A B C D A I B i C I D C I D I. Bay size shall be measured in between the centers of pairs of diagonals. 3143 3143 4715 4715 I 7074 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 20'-0" 805 943 943 1414 I. Bay size shall be measured in between the centers of pairs of diagonals. 3143 3143 4715 4715 I 7074 ROOF AND/OR CEILING DIAPHRAGM THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED 2358 2358 3536 PROFESSIONAL. 3143 4715 1886 1886 -OR- TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (OF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS W ITH 2-8d (0.131'12.5-) FOR 10 BRACES, 2-10d (0.131'x3") FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131'4') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES, B 2 X 3 #3, STD, CONST (SPF, OF, HF, OR SYP) 2.10d (0.131'x3') NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131*4") FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, OF, HF, OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. vwvi.sbclndustry.com and w .Ipinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL.. 1.15 FOR STABILIZERS: ' FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER' Tel iee —A—r- I-- i AT— r -i nne Aun D—n irT mcrmir1-1 rThis information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability ' of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. 1 TRUSS WEB MEMBERS . CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) CITY OF b QL BUILDING & SAFETY APPROVO FOR CONSTRUCTI DATE BY ro� OFESS/pN SOON O�F2 :C7 G) 744 2 74486 M �T.EWW? 61-13 / C August 10, 2010 T -BRACE /" I -BRACE DETAIL WITH 2X BRACE ONLY . ST - T -BRACE 2 MiTek Industries, Chesterfield, MO Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing 0 00 is impractical. T -Brace / I -Brace must cover 90% of web length. ' u Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek Industries, Inc. webs to continuous lateral braced webs. - Nailing Pattern T -Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d 6" o.c. te: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) E Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace ' Nails Brace Size for Two -Ply Truss ' Specified Continuous Rows of Lateral Bracing SPACING k Web Size . 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace Ar WEB 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace N —A T -Brace / I -Brace must be same species and grade (or better) as web member. ' T -BRACE Nails / Section Detail T-Brace� Q,pOFESS/pN Sooy oo Web _CO 2 c 74486 rn Nails * EX 1-13 Web -race IB _CIV CTog � qT CITY � � LA�. `F,QF�C•A I�F BUILDING & TY�p� SAFE EpT. g-� 'UH Nails/ �""" P p ONSTRUCTION - DATE �_�_ BY I `� +ate � ' . . t ' - .. + •.�; ..• -• •, +' . .. � Y ' DETAILFOR COMMON AND END JACKS M11/SAC - 8 -20PSF 8/31/2005 PAGE 1 -l. ` MAX LOADING (psf) SPACING 2-0.0 BRACING MiTek Industries, Inc. TCLL 20.0 Plates Increase 1.15 y Western Division TCDL 16.0 Lumber Increase 1.15 TOP CHORD Sheathed. BOLL 0.0 Rep Stress Incr YES. BOT CHORD .Rigid ceiling directly applied. BCDL 10.0 - MINIMUM LUMBER SIZE AND GRADE ' TOP CHORD 2 X 4 HF, DF -L No.1' LENGTH oe EXTENSION ' BOT CHORD 2 X 4 SPF, HF, DF -L No.2 { AS,DESIGN.REQ'D•20'-0" MAX • ,` SPLICE CAN EITHER BE 3X6 MT20 PLATES ' OR 22" LONG 2X4 SCAB CENTERED AT SPLICE G W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE ' J `• .� W/ ('131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS. r.J ' NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/124/12 ' ► PITCH DIFFERENCE BETWEEN TOP AND, BOTTOM CHORD TO BE "2' MIN. , SPACING= 24" O.C.` • rC` ' SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE - (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'4" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON W IRE (0.162"DIA. X 3.5" LGT) TOE NAILS ' 1 3x4 CONN. W/2 16d COMMON WIRE (0.1 -DIA. X 3.5• LGT) TOE NAILS 800 -I. EXT. - . •:,I 4-0-0 ..2-0-0EXT. +- EXT..`` ' ,2-0-0:. f yr _• r EXT. • l 1. - - - �� • • CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOENAILS . 2 1 - BOTTOM CHORD LENGTH MAY BE 2'-0 3X4 OR A BEARING BLOCK.CONN. W/2 16d COMMON WIRE(0.162"DIA. X 3.5") LGT - TOE NAILS OR SEE DETAIL MII/SAC-7 FOR I r (PRESSUREBLOCKING INFO. w 8-0-0 99 NOTE: =' NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ' Q�' O� SOON Orn l�'L CO Z w074486 rn Of LAA SAFET '� ' • ',.r.' O � DROVE® © WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PA E MII.7473 BEFORE USE. 77 reenback La e D _ Design valid for use only with Milok connectors. This design is based only upon parameters shown, and is for on is��Jyplb,{/ilding component. . Suite t Og Applicability of design oramenters and proper incorporation of component is responsibility of building designer n 19isRdesi ner. B,9. shown - Citrus Heights, CA, 561 ' PP Y 9 P P P A P P Y 9 9 9 y - is for lateral support of individual web members only. Additional temporary bracing to insure stability during co truclion is the re ' 'ty.oL.IdL B�/ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For ge 'fl,lguidm arding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Bu(Iding Compo M ITekm Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. - , CE3mpuTr,-us'Ac ice. Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf ,Hip No."! truss 3-10d Pressure block with 3-10d 3-10d Press re block with 3-10d SIDE VIEW 4-16d nails end jack Bottom chord of Hip 3-10d Pressure block 2'-0" oc typical No. 1 truss NOTE: Attach 2x4 Doug Fir pressure block to bottom chord D of hip no. 1 with 4-16d nails. Bottom chords of end M co joints are attached with 3-10d nails at each end of the —n C pressure block. O ����/// � � a5 0 Q�pFESS/p,�, a JO -C<n JOw R, 0r"1 `C NO. 0806 FI ENO: SSU ® BLOC ING EXP. 3/31/15 DEF E: 920/08 . 15,25-1 IBC 009 h66G2D 0 TFOF CAL1F0� SEQ: S5480564 I I ,) Block O Plate O Raised Heel CompuTri us, Inc. 2x4 M -3x6 A 2x6 M -3x8 M -3x5 Custom Software Engineering Manufacturing , Plate Pitch 2.82-3.00 M -3x8 M -3x5 M -3x8 3.00-4.50 M -3x8 M -3x5 M -3x8 4.50-6.00 1 M -3x6 M -3x5 M -3x8 Deflection Criteria: Live Load = L/240 Dead Load = L/180 IBC 2009/CBC 2010 12 2.82-6.00 2y,6 Extensions must be supported every 4-0-0 max. Extensions may be plated as shown for additional length. Use M -3x8 plate for 2x4 lumber, M -5x8 for 2x6. Refer to Max Setback Varies with pitch 0 Do not overcut ripped chords. § Shim all supports solid to bearing = 1.5" min. q over 2 supports --------- 1p� R = 694# max./ W = 1.5" min. 1.25) QROF ESS/0 EXP. 3/31/15 �j 41,///3 Q ��� ENGtN�� Q sT9TFOF CALtFO��\ 2x8 M -3x10 2x10 1 M -3x12 ' U ~ --- 1.5" min. -1.5"min. 2 L 18" min. Cantilever -3x4 M 3x4 2x4, 2x6, 2x8, 2x10 block FL grade Lumber Grades TC LL/DL Max Setback DF,SS 20/14 = 34# 8-0-0 Note Conventional framing is not the responsibility of the truss designer, plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. ■ ■■ ■■ �I■ 1■r 11■ �■ r� r� r ,.■ ■■ �r r �■■ r r �■ r ALTERNATE FRAMING DETAIL AROUND 30" ACCESS CompOri-us, IAC. Custom Software Engineering Manufacturing Q�XoFESS/o TYPICAL ROOF TRUSS LAYOUT (��� P JO Ns a m Uj far: No. 0806 X , * EXP. 3/31/15 �'i 4//x!3 Q- • ENG\N� d, TF OF CAL\FAQ- t 24" 24" r. 24' 24° 24° 24" 24" NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) Ladder Frame Between trusses with 2x4 at 48" o.c. y M W O ` q' 2�4!; � 24° r. 21" I 30° clear J on A -A 21" r 24" r 24" r - (bottom Iview) 30 x 30 - _- Z�� e 7 Access co (� Section A -A Opening ��• FILE AT�1Ir6:ACCESS NQ:17 y f��0g7q/23(0t�e DATE~ REF Q5 &D ` IBC 2009 /CBC 201,0 SE( S5480563 ,MINIMUM LUMBER SPECIFICATIONS (OF ONLY) PIGGYBACK TRUSS SPAN UP TO 16'- 0.0" TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 BC: 2x4 OF #2 MAX. SPACING = 24.0" O.C. WEBS: 2x4 OF STD/STUD LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 1.0 PSF ^ TOTAL LOAD = 36.0 PSF ** 2x4 stripping required as shown. NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS Join to bottom section of truss with' FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC 2-16d nails and top section with 2-16d ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical loads only. 16'-0" max 4'-0" max 4'-0" max 4'-0" max 4'-0" max M -4x4 4.0" 12 12 3 to 6 J 3 to 6 t RS ROOF SHEATHING TO BE CONTINUOUS M -2x4 M -2x4 OVER JOINT. SHEATHING TO OVERLAP .A MINIMUM OF 12" OVER JOINT. 2 M -2x4 M -2x4 ` M �� RS O** ** M -2x4 M -2x4 M -2x4 CQ �® C0 JJ C OF TOP CHORD AT STRUCTURAL TRUSS BELOW M Qty 'Vessfp JOB NAM @ �S' TAND'ARD CAP TRUSS � ° �xoNiOy Fti�G -'j WARNINGS: 1. Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual T .� • and Warnings before construction commences. building component. Applicability of design parameters and proper - 2. 2x4 compre55idn web bracing must be installed where shown �. 3. Additional temporary bracing to insure stability during construction incorporation of component is the responsibility of the building designer. 2. Design assumes the top end vellum to laterally braced at .* - NO. C764 8 - DES. BY: MJ is the responsibility of the erector. Additional permanent bracing of d t and at 16' hin respectively unless bracetl throughout their length by less braced 2' continuous in howler drywall)BC). condnuous sheathing such as plywood �v C/kP12-31-14 , DATE • 6/20/2013 the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing aild meed ere s 3. 2x Impact bridging or lateral bracing required where shown + * 4. Installation of truss is the responsibility of the respective contractor. SEQ.: 5568625 fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. Design assumes trusses are to be used in a non -corrosive environment, and are lot 'dry condition' of use. - b ,}\ MO TRANS I D : 371 5 50 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. q e Iabricalion, handlin shi ment and installation of corn onents. g. P P This is furnished limitations forth by 7. Design assumes adequate drainage is provided. .OF CAS 1`• 6. design subject to the set TPI/WTCA in SCSI, copies of which will be furnished upon request. 8. Plates shall be located on both faces of truss, and placed so their center lines with joint center, lines. II II VIII I III III I III ,III MiTek USA,Inc./CompuTrus Software +7.5.2.2F(1L)-Z indicate 9. Digits indicate size of plate s inches. tg.Forbasicconnector plate tlesignvalues see ESR-1311,ESR-t988(MiTek) I TIMBER PRODUCTS INSPECTION May 17, 2010 To Whom It May Concern: ' This is to verify that Spates. Fabricators, Inca of Thermal; CA is a. Subscriber in the Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss 'Quality Auditing Program since June, 1990. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA -664. TP and the GTI quality assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. ' TPis conductingunannounced, third part audits at Spates Fabricators, Inc. of Thermal, Y" CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Spate's Fabricators, Inc. personnel are authorized to, apply the GTI quality mark to trusses- that are manufactured in accordance with the latest revision of the ANSI/TPI Standards. All stamping. takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTI Program, please ' contact me on my cell 208.818.7869. Sincerely, TIMBER PRODUCTS, INSPECTION C ' Brian Hensley --- -- Truss Manager — Western Division CIT Or LA QUI NTA, /jr EUi? DING & SAFETY DEPT. Xc: File. APPROVED FOR CONSTRUCTION 105 SE 124th Avenue e . DATE _ P �• Bopy919 1641 Sigman Road Vancouver, Was 98684 Con ers, Georgia 30'012 3G0/449-3840 ° FAX: 360/449-3953 770/922-8000 o FAX: 770/922-1290 1 1 1 1 ICC -ES Evaluation Report ESR -1988 Reissued December 1, 2010 This report is subject to re-examination in two years. www.icc-es.or4 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MTI8HS-, M18SHS-, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: • •2009 International Building Code® (2009 IBC) • •2009 International Residential Code® (2009 IRC) • •2006 International Building Code® (2006 IBC) • •2006 International Residential Code® (2006 IRC) • •1997 Uniform Building Code TM (UBC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTek0TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. ICC-b:S• Evaluation Reports are not to be con tnicd as representing aesthetics or any other as an endorsement ofthe subject of the report or a recommendation for its use. "/'here is no to any Ending or other ntaner in this report, or as to any product covered br the report. Copyright© 2011 3.2 MiTeke MTI8HSTm: Model MT18HSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, high-strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTeV M18SHSTm: Model M18SHSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 -inch (1.18 mm) total thickness], hot -dipped galvanized steel that meets the requirements of ASTM A 653 SS, Grade 80 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 3/8 -inch -long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in'/2-inch-width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.4 MiTek® TL20 and MT20M: Models TL20 and MT20TM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 010346 -inch -(0.88 -mm..). The plates have teeth 3/8 inch .f1 P -! ..� a. z . (9.5 mm6�onig, �u�'c�h�ed�in�pai �forr �ed�_at_righ angles to the face of the parent rnetal so, tbat�two teetF per hole occk r to o(n�gItAe]I�hglh?tTheq�fpadng allpng�t e longitudinal direction of�.e,,ap punched eslot 'is 1 ir1 (�25. mm) on cegter. ThCtrr-ansverse tic' pa e�IlinYes of adjacen f slots are not specifically addressed, nor are they to be construed E)ICt aluation Service, LLC, express or implied, as �I! 11_h7I ----_ BY .��Q o Page 1 of 3 I] 1 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/int/PLATE) LUMBER SPECIES ESR -1988 ( Most Widely Accepted and Trusted Page 2 of 3 staggered 0.10 inch (2.54 mm). The distance between 5.3 This report establishes plate design values only. For Douglas fir-4arch longitudinal centerlines of the slots is 0.25 inch (6.35 mm). items not covered by this report, such as truss design, Hem -fir There are eight teeth per square inch (645 mm2) of surface fabrication, quality assurance and special inspection, ' area. Plates are available in 1/2 -inch width (12.7 mm) refer to ANSI/TPI 1, engineering drawings and the Southern pine increments, up to 12 inches (304.8 mm), and lengthwise in applicable code. 1 -inch (25.4 mm) multiples. See Figure 1 for details. 5.4 The design values (lateral resistance values, effective 4.0 DESIGN AND INSTALLATION tension strength ratios, and effective shear resistance 4.1 General: ratios) used in the design of trusses, using MiTek® All truss plates are pressed into the wood for the full depth Industries metal truss connector plates, must not of their teeth b hydraulic -platen embedment ypresses, multiple roller presses that use partial embedment followed exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordancewith by full -embedment rollers, or combinations of partial the applicable code. embedment roller presses and hydraulic -platen presses 5.5 All lumber used in the fabrication of trusses using that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building by the Truss Plate Institute's Quality Criteria for Metal Plate code, and must have a moisture content not Connected Wood Trusses, shown as Section 4 in exceeding 19 percent at the time of assembly. Wet ANSI/TPI 1 National Design Standard for Metal Plate service factors from ANSI/TPI 1 Section 6.4.5 must be Connected Wood Truss Construction. applied to the table values when the lumber moisture 4.2 Allowable Design Values: content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal Allowable design values for MiTek® metal truss connector connector plates embedded in either fire -retardant - plates to be used in the design of metal plate connected treated lumber or preservative -treated lumber. wood roof and floor trusses are shown in Tables 1 and 2. 5.6 Metal truss connector plates must be installed in pairs Allowable design values are applicable when the on opposite faces of truss members. connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the 5.7 Galvanized G60 metal truss plate connectors subject evaluation of connection capacity of the MiTek® metal truss to corrosive environments must be protected in connector plates listed in this report. The design, accordance with Section 6.5 of ANSI/TPI 1. manufacture, and installation of trusses employing the 5.8 MiTek® metal truss connector plates are truss plates have not been evaluated. manufactured in St. Charles, Missouri; Phoenix, 5.0 CONDITIONS OF USE Arizona; Tampa, Florida; Edenton, North Carolina; The MiTek® Industries metal truss connector plates and Bradford, Ontario, Canada. described in this report comply with, or are suitable 6.0 EVIDENCE SUBMITTED alternatives to what is specified in, those codes listed in 6.1 Data in accordance with the National Design Section 1.0 of this report, subject to the following Standard for Metal Plate Connected Wood Truss conditions: Construction, ANSI/TPI 1- 2007. 5.1 This evaluation report and the manufacturer's published installation instructions, when required by 6.2 Manufacturer's descriptive literature. M the code official, must be submitted at the time of 6.3 A quality control manual. permit application. In the event of a conflict between 7.0 IDENTIFICATION the manufacturer's published installation instructions The MiTek® connectors are identified by an imprint of the and this document, the instructions in this document plate name embossed into the surface of the plate (for govern. example, the MT20TM plate is embossed "MT20"). 5.2 Each application for a building permit, using these Additionally, boxes containing the connector plates must truss plate connectors, must be accompanied by documentation showing that the design, manufacture, be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number and proposed installation conform with the (ESR -1988). requirements of the applicable code. I] 1 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/int/PLATE) LUMBER SPECIES SG I AA I EA I AE EE TL18, MT18, MTI8HSTM, M18SHSTM, TL20 and MT20TM Douglas fir-4arch 0.49 248 203 170 171 Hem -fir 0.43 188 159 133 141 Spruce -pine -fir 0.42 206 162x___,- _ 125 122 Southern pine 0.55 244 1928 For SI: 1 Wine = 6.9 kPa. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when a plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. 'All truss plates are pressed into the wood for the full depth of their teeth by hydraul use partial embedment followed by full -embedment rollers, or combinations of parti; that feed trusses into a stationary finish roller press. 1_.-N"`% k-1U11V 1 is BUIWING & SAFETY DEPT, ng to area"on o�nly`one-face). To �acch. ie�Ce values, FOR CONSTRUCTION DATE sten embeH"fi�nTpresseri'iultiple_r_o ler presses ESR -1988 I Most Widely Accepted and Trusted Page 3 of 3 TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TL18 AND MT18 MT18HSTm M18SHSTM TL20 AND MT20Tm Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ Efficiency inch/Pair of Connector Plates Pounds/ inch/Pair of Connector Plates H Tension values in accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over,the joint)Z Tension @ 0•• 0.5 1 1149 0.48 1596 0.52 2247 0.49 857 Tension @ 90•• 0.52 1 1208 0.5 1671 0.53 2292 0.49 1 854 Tension values in accordance with TPI -1 with a deviation [see Section 5.4.9 (e) 11 (Maximum Net Section Occurs over the joint) Tension @ 0•• 0.59 1349 0.59 1975 0.6 2586 0.59 1035 Tension @ 90•• 0.53 1214 0.51 1727 0.54 2341 0.49 861 Shear Values Shear @ 0•• 0.56 874 0.55 1099 0.53 1363 0.51 604 Shear @ 30•• 0.66 1023 0.57 1153 0.57 1482 0.74 876 Shear @ 60•• 0.83 1283 0.74 1492 0.7 1805 0.82 970 Shear @ 90•• 0.49 757 0.52 1052 0.39 1012 0.58 686 Shear @ 120•• 0.39 608 0.4 802 0.41 1073 0.42 498 Shear @ 150•• 0.45 702 0.37 745 0.33 868 0.5 592 For SI: 1 Ib/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm) total for both sides in accordance with Section 4.3.6 of ANSI/TPI 1. ZMinimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 3Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. 0.125" 0.250" 0.125" 0.375" 3.2 mm 6.4 mm. 3.2 mm 9.5 mm iiHR H l0000000000a a00000000000 , o0000000000o z . c E W . O fV , 0000a0000000 000000000000 . N 000000000000 � WINTA ILDI" 'G & SAFETY DEPT. APPROVED "DTH FOR CONSTRUCTION MT18, TL18, MT18 SATE____ M18SHS, MT20, TL20 FIGURE 1 -APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm)