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12-1355 (AR) Truss CalcsI -W . - " * - 4 ". h ., , - 'k -.LI. - .� [ '' IMANYWAIM Its; mi MISR t" A3'!' fill SPATES FABRICATORS All trusses to be cambered 1 & 1/2 times dead load deflection to ensure final deflection does not exceed 1/2" Job Name: Weyand Addtiion 1Address: 79702 Mission Drive East Designer: Project Manager: Job #: M-2336 Plan / Elevation: Weyand Addition - Garage 200 2 - P LP RPvAG 11-9 D - SPATES FABRICATORS All trusses to be cambered 1 & 1/2 times dead load deflection to ensure final deflection does not exceed 1/2" Job Name: Weyand Addtiion 1Address: 79702 Mission Drive East Designer: Project Manager: Job #: M-2336 Plan / Elevation: Weyand Addition - Garage r r� 4r .� 1 �r -7 1^, CLl fes. .:.,rt=•..� :t5 r ,. .. SPATES FABRICATORS All trusses to be cambered 1 & 1/2 times dead load deflection to ensure final deflection does not exceed 1/2" Job Name: Weyand Addtiion A5 4 A6 Address: 200 PLF DRAG LOAD 79702 Mission Drive East Designer: ' Project Manager: 00 PLF DRAG LOAD Job #: Pk M-2336 7 511 I k � Plan / Elevation: Weyand Addition - �� r j Casita mee=m Ix9 E2 £T - \\in2 2Tr -�&r^ 99 � w� � ��.o _p ram \ J CzRBc'®/;ter`ayam : §tR6 y y±s py, IN. ;m� Qe± 3p 5 \ @ Sf 7 9 of and gte&R®.m§, , . jL = g c Q&,q > / \ / D ' \ , G y m , ga c. a£ ani. kit " ^ 2:ylm 66 ys"Wol. QQ=� {y = m = m = = m = = = m = = m = m = = m "VIII M M WARNINGS: GENERAL NOTES, u noted: 1. Builder and erection contractor should be advtsetl of all General Notes SFABRSe(�comp�input_ LUMBER SPECIFICATIONS and Warnings before construction commences. 14.00-00 HIP SETBACK 6-00-00 FROM END WALL CBC201O/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR DES. BY:- EE LOAD DURATION INCREASE = 1.25 (Non -Rep) 2 o.c. and at 10' o.c. respectively unless braced throughout their length by 1. 2=(•2328 0 1- 5=�O) 2055 5. 2=( O) 210 BC: 2x4 OF #18BTR continuous sheathing such as plywood sheathing(TC) and/or. drywall(BC). DATE: 1/9/2013 CompuTrus assumes no responsibility for such bracing. 2. 3=((•2055 0 5- 6= 0 2050 5. 3= .72) 84 WEBS: 2x4 OF #18BTR 4. No load should be applied to any component until after all bracing and time loads than LOADING _ TRANS I D : 358057 3. 4= -2331 0 6- 4= 0) 2057 3. 6= 0) 206 and are for "dry condition" of use. 6. Design assumes NII bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary' TC LATERAL SUPPORT <= 12 -OC. UON. 7. Design assumes adequate drainage is provided. TC UNIF LL� 80.0`+DL� 76.0= 156.0 PLF 6'- 0.0" TO 8'- 0.0' V BC. LATERAL SUPPORT <= 1210C. UON. TPIANTCA in SCSI, copies of which will be furnished upon request. TC UNIF LL 40.0 +OL 38.0)= 78.0 PLF 8'- 0.0' TO 14'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH 9. Digits Indicate size of plate In inches. BC UNIF LL � 0.0;+DL� 28.0)= 28.0 PLF 0'- 0.0' TO 14'- 0.0',V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1210V -59/ 59H 3.50' 1.29 OF ( 625) NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL 200.0)+DL 190.0)= 390.0 LBS @ 6'• 0.0' 14'- 0.0' 0/ 1210V -59/ 59H 3.50" 1.29 OF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL � 200.0)+DL( 190.0)= 390.0 LBS @ 8'- 0.0' BRG @ 0'- 0.0° 1.29 DF/ 1,99 HF/ 1.90 SPF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BRG @ 14'- 0.0' 1.29 DF/ 1.99 HF/ 1.90 SPF Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. C,CN,CI8,CN18(err no prefix) = CompuTrus, Inc U,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX LL DEFL = •0.050' @ 8'• 0.0' Allowed = 0.447° MAX OL CREEP DEFL = -0.090' @ 8'- 0.0' Allowed = 0.671' MAX TL CREEP DEFL = -0.140' @ 8'- 0.0" Allowed = 0.671' i RECOMMENDED CAMBER (BASED ON OL DEFL)=`0.090° MAX HORIZ. LL DEFL = 0.015' @ 13'- 8.5' MAX HORIZ. TL DEFL = 0.035' @ 13'- 8.5' Wind: 85 mph, h=15ft, TCDL=11.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, 5-11-11 2-00-10 5-11-11 interior zone, load duration factor=1.6, 390# 390# Truss designed for wind loads 12 12 in the plane of the truss only. 5.00 C71 D 5.00 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers M 4X6,. M 7X6 which is non -concurrent with other live loads. 5-07.13 2-10-02 5-06-01 L � <PL,10-00-12 14-00 z JOB NAME: Weyand Addtiion - Al Scale: 0.4428 Al WARNINGS: GENERAL NOTES, u noted: 1. Builder and erection contractor should be advtsetl of all General Notes adequate for the 1. This truss design Is adequate for the design parameters shown. Review . Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. Dt4 compression web bracing must be installed where show +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY:- EE 3. Ali lateral force resisting elements such as temporary and permanent 2 o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or. drywall(BC). DATE: 1/9/2013 CompuTrus assumes no responsibility for such bracing. 3. Dr Impact bridging or lateral bracing required where shown ++ SEQ. : 5403672 4. No load should be applied to any component until after all bracing and time loads than 4. Installation of truss is the responsibility of Me respective contractor. 5. Design assumes trusses are to be used in a non-oorrosive environment, _ TRANS I D : 358057 fasteners are complete and at no should any greater design loads be applied to any component. and are for "dry condition" of use. 6. Design assumes NII bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary' fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design Is furnished subject to the limitations set forth by a. Plates shall be located on both fares of truss, and placed so their center TPIANTCA in SCSI, copies of which will be furnished upon request. Ones coincide with joint center lines. Iillll VIII VIII VIII 1111111111111111 Jill ILII 9. Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.4-SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (Mi "IIII,,-- LUMBER' SPECIFICATIONS TC: 2x4 OF M18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. LON. Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series w 0 v - o m m o�0 C> I G 7-00 I- '<PL:10-00-12 14-00 JOB NAME: Weyand Addtiion - A2 TRUSS SPAN 14'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)rDL( 19.0) ON TOP CHORD = 39.0 PSF DL ON BOTTOM CHORD = 7,0 PSF TOTAL LOAD = 46.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. _Tsign red OmP MnputM S FABR S (0PW CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-874) 0 1-4=(0) 695 4-2=(0) 281 2-3= -874) 0 4-3= 0) 695 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 644V -67/ 67H 3.50' 0.69 OF ( 625) 14'- 0.0' 0/ 644V -67/ 67H 3.50' 0.69 OF ( 625) BRG @ 0'- 0.0' 0.69 OF/ 1.06 HF/ 1.01 SPF BRG @ 14'- 0,0' 0.69 DF/ 1.06 HF/ 1.01 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.013' @ 7'- 0.0' Allowed = 0.447' MAX OL CREEP DEFL = -0.027' @ 7'- 0.0' Allowed = 0.671' MAX TL CREEP DEFL = -0.040' @ 7'- 0.0' Allowed = 0.671° RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.027' MAX HORIZ. LL DEFL = 0.005' @ 13'- 8.5' MAX HORIZ. TL DEFL = 0.012' @ 13'- 8.5' Wind: 85 mph, h=15ft, TCDL=11.4,BCDL=4.2, ASCE 7.05, Enclosed Cat.2 Exp.0 MWFRS 7-00 7-00 interior zone, load duration factor=l.6, Truss designed for wind loads 12 12 in the plane of the truss only. 5.00 C--' M-40 _:Z:1 5.00 Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 7 -00 - Scale: 0.4428 OD WARNINGS: GENERAL NOTES, unlessotherwise noted: A2 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3. All lateral force resisting elements such as temporary and permanent 2 o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. sheathing won as p conDATE: shown°+drywall(BC). 1/9/2013 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bruous -acing requiood red where I� S EQ 5403673 4. No load should be applied to any component until after all bracing and time loads than 4. Installation of truss is the responsibility of Bre respective contractor. S. Design assumes trusses are to be used In a non -corrosive environment, . : TRANS I D : 358057 fasteners are complete and at no should any greater design loads be applied to any component. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim orwedge if 5. CompuTrus has no control over and assumes no responsibility for the ' necessary. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is providetl. 6. This design Is famished subject to the limitations set forth by 8. Plates shall be located on both faces oftruss, and placed so their cents TPIIWTCA in SCSI, poples of which will be famished upon request pies coincide with joint center lines. IIID) VIII VIII VIII VIII III I VIII IIII IIII S. Digits Indicate size ofplate orches. MTek USA, Inc./CompuTrus Software 7.6.4-SP2(1 L) -E ign values see FSR -1311, ESR -1988 (M?ek) 10. for basic connector plate design OD 0 v 0 m o 0 1 4 < M -3x4 M -2x4 7-00 L '<PL:10-00-12 14-00 JOB NAME: Weyand Addtiion - A3 7-00 co hn 0 3 0 M -3x4 L L Scale: 0.4053 _ Tplffsign red( WARNINGS: SFABHSO�Gmp�nputm a LUMBER' SPECIFICATIONS TRUSS SPAN 14'- 0.0' 1. Builder and erection contractor should be advised of all General Notes CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 OF 2100F LOAD DURATION INCREASE = 1.25 (Non -Rep) end Wamings before construdlon commences. 1.2=(-1238) 349 1.4=(-992) 1801 4.2=(0) 281 BC: 2x4 OF {/1&BTR SPACED 24.0' O.C. 2. 2x4 compression web bracing must be Installed where shown +, 2.3= -1238) 349 4.3= -992) 1801 WEBS: 2x4 OF N1&BTR 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the lop and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively unless braced throughout their length by • LOADING stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(7C) and/or drywan(8C). TC LATERAL SUPPORT <= 12'OC. LION. LL( 20.0)+DL( 19.0) ON TOP CHORD = 39.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. MON. OL ON BOTTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES SPECIES) . : O C TRANS I D : 358057 TOTAL LOAD = 46.0 PSF 01- 0.0' 0/ 671V -2800/ 2800H 3.50' 0.72 F ( 625) Connector plate prefix designators: 14'- 0.0' 0/ 671V -2800/ 2800H 3.50' 0.72 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. M,M2OHS,M18HS3M16 = Mi7ek MT series REQUIREMENTS OF CBC 2010 NOT BEING MET. 8. This design Is furnished subject to the limitations set forth by BRG @ 0'- 0.0' 0.72 DF/ 1.10 HF/ 1.05 SPF 8RG @ 14'- 0.0' 0.72 DF/ 1.10 HF/ 1.05 SPF TPIIWTCA in SCSI, copies o1 which will be furnished upon request. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Illlll Il II AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. (IIII VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 I III I ('ill ` MAX LL DEFL = 0.026' @ 71- 0.0' Allowed = 0.447' MAX DL CREEP DEFL = -0.027' @ 7'- 0.0' Allowed = 0.671' MAX TL DEFL = -0.044' @ 71- 0.0' Allowed = 0.671' 10. For basic connector plate design values see FSR -1311, ESR -1988 (Mitek) RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.027° MAX HORIZ. LL DEFL = 0.024' @ 13'- 8.5' MAX HORIZ. TL DEFL = 0.031' @ 13'- 8.5' This truss does not include any time dependent' deformation for long term 10ading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 7-00 7-00 intended use of this component. CO D 200.00 PLF DRAG LOAD, 12 M 4x5 12 Wind: 85 mph, h=15ft, TCOL=11.4,BCDL=4.2, ASCE 7-05, 5.00 4 5.00 Enclosed, Cat.2, Exp.C, MWFRS, 4.0" 2 .0 interior zone, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. v 0 m o 0 1 4 < M -3x4 M -2x4 7-00 L '<PL:10-00-12 14-00 JOB NAME: Weyand Addtiion - A3 7-00 co hn 0 3 0 M -3x4 L L Scale: 0.4053 WARNINGS: GENERAL NOTES, untessolheoted: A3 1. Builder and erection contractor should be advised of all General Notes rthe 1. This truss design Is adequate forthe design parameters shown. Review Truss: end Wamings before construdlon commences. and approval is the responsibitdy of the building designer, not the 2. 2x4 compression web bracing must be Installed where shown +, truss designer or truss engineer. SES B Y : EE 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the lop and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively unless braced throughout their length by • stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(7C) and/or drywan(8C). DATE: 1/9/2013 CompuTrus assumes no responsibility for such bracing. 3. be Impact bridging or lateral bracing required where shown ++ �+e/� S EQ 5403674 4. No load should be applied to any component until after all bracing and 4. Installation oftruss Is the responsibility of the respective contractor. S. Design trusses are to be used In non -corrosive environment, . : O C TRANS I D : 358057 fasteners are complete and at no time should any loads greater than design bads be applied to any component. no assumes a and are for "dry condition" of use. S. Design assumes full bearing at all supports shown. Salm orwedge if 5. CompuTrus has no control over and assumes responsibility for the necessary' fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 8. This design Is furnished subject to the limitations set forth by a. Plates shall be located on both hoes of truss, and placed so their center TPIIWTCA in SCSI, copies o1 which will be furnished upon request. to lines. Imes coincide with joint center lines. Ones Illlll Il II VIII (IIII Il I III I ('ill I II IIII 9. Indicate size of plate MTek USA, Inc./CompuTrus Software 7.6.4-SP2(1 L) -E 10. For basic connector plate design values see FSR -1311, ESR -1988 (Mitek) "Jill sign Omp�nput� ST FABR Se ( LUBBER` SPECIFICATIONS GENERAL NOTES, unless otherwise TRUSS SPAN 14'- 4.0' CON�D.j'2::�200.00 PLF DRAG LOAD. TC: 2x4 OF N1&BTR; 1. Builder and ereenon contractor should be advised of ell General Notes LOAD DURATION INCREASE = 1.25 (Non -Rep) Wind: 85 mph, h=15ft, TCDL=11.4,BCDL=4.2, ASCE 7-05, 2x4 OF 210OF T1, T2 BC: 2x4 OF M188TR SPACED 24.0' O.C. Enclosed, Cat.2, Exp.C, MWFRS, WEBS: 2x4 OF k1&BTR LOADING interiorzone, load duration factor=1.6, bvw designer or truss engineer. DES. B Y : EE LL( 20.0)+DL( 19.0) ON TOP CHORD = 39.0 PSF Truss designed for wind loads TC LATERAL SUPPORT — 1210C. UON. DL ON 807708 CHORD c 7.0 PSF in the plane of the truss only. BC LATERAL SUPPORT <= 12'OC. UON. DATE: 1/9/2013 TOTAL LOAD = 46.0 PSF EXCEPTION: FOR EXTERIOR STUD REFER Staple or equal at non-structural SEQ. 5403675 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL TO COMPUTRUS STANDARD GABLE END DETAIL. vertical members (uon). . p TRANS I D : 35005 7 REQUIREMENTS OF CBC 2010 NOT BEING MET. Design checked for a 300 lb concentrated top chord Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY, fabrication. handling, shipment and installation ofcom p onents. M,M20HS,M18HS,M16 = MiTek MT series Truss designed for 4x2 outlookers. 20 let -ins be orated on both face oftruprovided. B. Plates shall be located on beth faces of truss, and placed so their center of the same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are TPInnrtCA in BCSI, copies of which will be famished upon request. Dies coincide with joint center lines. 7-02 7-02 permissible at inlet board areas only. VIII 12 M 4X5 12 Note:Truss design requires continuous VIII II 5.00 C--'4 IIII 5.00 bearing wall for entire span UON. uO 0 ui 0 CD m o Lo o 0 M -3x4 7-02 ,_<<PL;10-00-12 JOB NAME: Weyand Addtiion - A4 14-04 Scale: 0.5043 7-02 WARNINGS: GENERAL NOTES, unless otherwise A 4 1. Builder and ereenon contractor should be advised of ell General Notes a design 1. This truss design Is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. bvw designer or truss engineer. DES. B Y : EE 3. All lateral force resisting elements such as temporary and permanent 2• Design assumes the top and bottom chords to be laterally braced at o.c. and at respectively unless braced throughout their length by . stability bracing must be designed by designer of complete structure. ea in continuous sheathing such c plywood sheathing(TC) and/or drywall(BC). DATE: 1/9/2013 CompuTrus assumes no responsibility for such bracing. l b 3. 2X Impact bridging or lateral bredng required where shown ++ SEQ. 5403675 4. No load should be applied to any component until after all bracing and time loads 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, . p TRANS I D : 35005 7 fasteners are complete and at no should any greater than design loads be applied to any cornponent. 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 for the necessary. fabrication. handling, shipment and installation ofcom p onents. 7. Design asshall 6. This design is furnished subject to the limitations set forth by be orated on both face oftruprovided. B. Plates shall be located on beth faces of truss, and placed so their center TPInnrtCA in BCSI, copies of which will be famished upon request. Dies coincide with joint center lines. IIIIII VIII VIII VIII VIII II II VIII IIII (III 6. Digits Indicate size of plate in inches. MTekUSA, Inc./CompuTrus Software 7.6.4-SP2(1L)-E 10. For basic connector plate design values see ESR -1311, ESR-1988(MTek) 7-02 VIIISFABRSe(I"compjWnputM ' LUMBEFF SPECIFICATIONS TC: 2x4 OF N1&BTR BC: 2x4 OF N1&BTR WEBS: 2x4 OF N1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series �I 0 ur 0 c� m CT 0 1 TRUSS SPAN 14'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 19.0) ON TOP CHORD = 39.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 46.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. 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 = -0.013' @ 7'- 2.0" Allowed = 0.458' MAX OL CREEP DEFL = -0.028' @ 7'- 2.0' Allowed = 0.688' MAX TL CREEP DEFL = -0.042' @ 7'- 2.0' Allowed = 0.688' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.028' MAX HORIZ. LL DEFL = 0.005' @ 14'- 0.5' 7-02 7-02 MAX HORIZ. TL DEFL = 0.012' @ 14'- 0.5' Wind: 85 mph, h 15ft, TCDL=11.4,BCDL=4.2, ASCE 7.05, 12 12 Enclosed, Cat.2, Exp.C, MWFRS, 5.00 C--' IIM-4X4 Q 5.00 interior zone, load duration factor=1.6, Truss designed for wind loads 24.0" in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 7-02 7-02 1. L <PL,10-00-12 14-04 JOB NAME: Weyand Addtiion - A5 Truss: A5 DES. BY: EE DATE: 1/9/2013 SEQ.: 5403676 TRANS ID: 358057 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. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for suctr bracing. 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 bads be applied to any component. S. 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 TPIANfCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP2(1 L) -E Scale: 0.4823 GENERALNOTES, unless otherwise noted: 1. This truss design Is adequate for the design parameters shown. Review end approval is the responsibility of the building designer, not the truss designer or truss engineer. 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(SC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation oftruss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, and are for "dry condition" of use. S. 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 oftruss, and placed so their center lines coincide with joint center lines. 8. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) eO �o CD 0 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=(-897) 0 1-4=�O) 714 4.2=(0) 288 2.3= -897) 0 4-3= 0) 714 BEARINGMAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZEINCHES SPECIES) 0'- 0.0' 0/ 659V -69/ 69H 3.50' 0.70 OF ( 625) 14'- 4.0' 0/ 659V -69/ 69H 3.50' 0.70 OF ( 625) BRG @ 0'- 0.0' 0.70 DF/ 1.09 HF/ 1.03 SPF BRG @ 14'- 4.0' 0.70 OF/ 1.09 HF/ 1.03 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.013' @ 7'- 2.0" Allowed = 0.458' MAX OL CREEP DEFL = -0.028' @ 7'- 2.0' Allowed = 0.688' MAX TL CREEP DEFL = -0.042' @ 7'- 2.0' Allowed = 0.688' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.028' MAX HORIZ. LL DEFL = 0.005' @ 14'- 0.5' 7-02 7-02 MAX HORIZ. TL DEFL = 0.012' @ 14'- 0.5' Wind: 85 mph, h 15ft, TCDL=11.4,BCDL=4.2, ASCE 7.05, 12 12 Enclosed, Cat.2, Exp.C, MWFRS, 5.00 C--' IIM-4X4 Q 5.00 interior zone, load duration factor=1.6, Truss designed for wind loads 24.0" in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. 7-02 7-02 1. L <PL,10-00-12 14-04 JOB NAME: Weyand Addtiion - A5 Truss: A5 DES. BY: EE DATE: 1/9/2013 SEQ.: 5403676 TRANS ID: 358057 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. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for suctr bracing. 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 bads be applied to any component. S. 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 TPIANfCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.4-SP2(1 L) -E Scale: 0.4823 GENERALNOTES, unless otherwise noted: 1. This truss design Is adequate for the design parameters shown. Review end approval is the responsibility of the building designer, not the truss designer or truss engineer. 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(SC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation oftruss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, and are for "dry condition" of use. S. 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 oftruss, and placed so their center lines coincide with joint center lines. 8. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) eO �o CD 0 "11111 M � M r� LUMBEFi SPECIFICATIONS TC: 2x4 OF 210OF BC: 2x4 OF q1&BTR WEBS: 2x4 OF qt&BTR TC LATERAL SUPPORT <= 12'OC. UON. 8C LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 1 - M M M M M M TRUSS SPAN 14'- 4.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 19.0) ON TOP CHORD = 39.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 46.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING NET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. _ Tsignred�comp�nputm S A FABR C RS CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=(-1270) 356 1.4=(-1014 1845 4.2=(0) 288 2.3= -1270) 356 4-3=1.1014 1845 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZEINCHES (SPECIES) 01- 0.0' 0/ 687V -2867/ 2867H 3.50' 0.73 OF ( 625) 14'- 4.0' 0/ 687V -2867/ 2867H 3.50' 0.73 OF ( 625) BRG @ 0'- 0.0' 0.73 OF/ 1.13 HF/ 1.08 SPF BRG @ 14'- 4.0' 0.73 DF/ 1.13 HF/ 1.08 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.027' @ 71- 2.0' Allowed = 0.458' MAX DL CREEP DEFL = -0.028' @ 7'- 2.0' Allowed = 0.688' MAX TL DEFL = -0.046' @ 71- 2.0' Allowed = 0.688' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.028' MAX HORIZ. LL DEFL = 0,025' @ 0'- 3.5' MAX HORIZ. TL DEFL = -0.032' @ 0'- 3.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 7-02 7-02 intended use of this component. OND. 200.00 G OAD 5.00 2 M -4X5 2 5.00 Wind: 85 mph, h=15ft, TCDLc11.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Ex%1 MWFRS, 4.0° interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. co of0 0 1 7-02 7-02 �PL:10-00-12 14-04 - JOB NAME: Weyand Addtiion - A6 Scale: 0.4073 a r WARNINGS: GENERALNOTES, v tesi A � 1. Builder and erection contractor should be advised M all General Notes design adequate for the 1. This truss design Is adequate forthe design parameters mown. Review Truss, and Warnings before construction commences. and approval Is the responsibility of the building designer, not the 2. ac4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3.Al lateral torte resisting elements such as temporary and permanent and at 10' respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous in ng(esand/or drywall(BC). DATE: 1/9/2013 CompuTrus assumes no responsibility for such bracing. 3. ac Impact bridging or lateral bracing required where shown ++ mpactridging rsuctnasplywoodquired - SEQ. 5403677 4. No load should be applied to any component until after all bracing and 4. Installation oftruss Is the responsibility of the respecilve contractor. 5. Design trusses are to be used In a non -corrosive environment, : - TRANS I D : 358051 fasteners are complete and at no time should any loads greater than design bads be applied to any component. assumes and are for "dry condition" of use. S. Design assumes full bearing at all supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. 9. This design Is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss. and placed so their ceder TPIANfCA in SCSI, copies of which will be furnished upon request lines to with joint center tines. tplate 111111 IIIII IIIII IIIII IIIII III I III I (III III e size of In inches. S. Diggs Indicate MTekUSA, Inc./CompuTrusSoftware 7.6.4-SP2(1L)-E 10. For basic connector plate design values sea ESR -1311, ESR -1988 (Mi a r ( IIII SprFAgn Sred OmP jWnputM i LUMBER SPECIFICATIONS 14.04.00 GIRDER SUPPORTING 14-00-00 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 OF /11&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1.2=(•3692) 0 1.4=�O) 3318 4-2=(0) 2374 BC: 2x6 OF SS 2.3c(•3692) 0 4.3= 0 3318 WEBS: 2x4 OF q1&BTR LOADING TC UNIF LL(40.0)+DL( 38.0)= 78.0 PLF 0'- 0.0' TO 14'• 4.0' V TC LATERAL SUPPORT - 1210C. LION. BC UN IF LL 114.0)+DL 170.0)= 284.0 PLF 0'- 0.0° TO 14'- 4.0° V BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH BC LATERAL SUPPORT - 12'OC. LION, LOCATIONS REACTIONS REACTIONS SIZEINCHES (SPECIES LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' 0/ 2594V •2867/ 2867H 3.50' 1..38 OF ( 625 Connector plate prefix designators: REQUIREMENTS OF CBC 2010 NOT BEING MET. 14'• 4.0' 0/ 2594V •2867/ 2867H 3.50• 1.38 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BAG @ 0'• 0.0' 1.38 DF/ 2.14 HF/ 2.03 SPF 2 )complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BAG @ 14'• 4.0' 1.38 DF/ 2.14 HF/ 2.03 SPF Join together 2 ply with 3°x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.028' @ 7'- 2.0' Allowed = 0.458' 9' 0c in 2 row s throughout 2x6 bottom chords, MAX DL CREEP DEFL = -0.058' @ 7'- 2.0' Allowed = 0.688' 9' oc in 1 row s throughout 2x4 webs, MAX TL CREEP DEFL = -0.085' @ 7'• 2.0'• Allowed = 0.688' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.058' MAX HORIZ. LL DEFL = 0.008' @ 0'- 3.5' 7-02 7-02 MAX HORIZ. TL DEFL = -0.017' @ 0'• 3.5' CONO. 2: 200.00 PLF DRAG LOAD. 12 12 5.00 E-' M -4x5 ' D 5.00 Wind: 85 mph, h=15ft, TCDL=11.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFAS, 4. 0" interior zone, load duration factor=1.6, 2,� Truss designed for wind loads I + in the plane of the truss only. Design checked for a 300 lb concentrated top chard live load per IBC 2009 due to maintenance workers which is non -concurrent with other live loads. u7 o tr 0 GENERAL NOTES, u tesi � � 1. Builder and erection contractor should be advised of all General Nates m Truss: 0 and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. o DES BY: EE 0 1 " • I , 7-02 L ,<PL:10 00-12 JOB NAME: Weyand Addtiion - A7 7-02 14-04 Scale: 0.4823 + CD �o 0 0 L - �OQ�pFESS/pNw JO NS / � y ILIJ a No. 0806 EXP -.3/31/13 C/ l��l/l3 WARNINGS: GENERAL NOTES, u tesi � � 1. Builder and erection contractor should be advised of all General Nates adequate 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES BY: EE 3All lateral force resisting elements such as temporary and permanent o.c. and at 10' o.c. respectively unless braced throughout their length by " • stability bracing.mus! be designed by designer of complete structure. continuous ng such as and/orvdrywa l(BC). Thershown DATE: 1/9/2013 CompuTrus assumes no responsibQity for such bracing. 3. 2r (m pact bridgl 81 our lateral bracing required sho �1 S EQ 5403678 4. No load should be applied to any component until after all bracing and loads 4. Installation of truss Is the responsibility of the respective contractor. " 5. Design assumes trusses are to be used In a non -corrosive environment, . : TRANS I D : 358057 fasteners are complete and at no time should any greater than design loads be applied to any component. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim orwedge if S. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by a. Plates shall be located on both faces of truss, and placed so their certer- TPIIWfCA in SCSI, copies of which will be furnished upon request. Tines coincide with Joint center fines. linesDigits IIIIII VIII VIII VIII VIII VIII (IIII IIII IIII 9. indicate size of plate in orches. MTek USA, Inc./CompuTrus Software 7.6.4-SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (Mi ek) + CD �o 0 0 L - �OQ�pFESS/pNw JO NS / � y ILIJ a No. 0806 EXP -.3/31/13 C/ l��l/l3 BCSI-B►1 SUMMARY SHEET - GUIIDE FOR HANDLIING, 1 1111 IINSTALLING, RESTRAIINIIING AND BRAC�I'NG OF TRUSSES B Spans over 60' may require complex permanentbracing Please always consult a Registered Design Professional. RESTRAINT & BRACING FOR 3X2 4x2 PARALLEL CHORD TRUSSES - - .- RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X1 Trusses are not marked in any way to identify the . Los trusses no estan marcados de ningun modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES * g g frequency or location of temporary lateral restraint',, identifi uelafrec'uendaolocalizadonderesbiod6nlateral r }° ? - _. . ' • .- ) or Repeat diagonal bracidg .r- Diagonalbracin po ry q Refer 15''4.6 m DONT overload the crane. • 0 1 1 every) truss spaces 30' and diagonal bracing. follow the recommendations yardostre diagonal temporales. Use las remmendaciones )Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Se[ next 4 to BCSI-87*** for (9.1 m) max: --- for handling, installing and temporary restraining de manejo, installation, resMccicin yardostre temporal de NO sobrecargue la gr6a. trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal more information. and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea el folleto BCS1- Guia de Buena Pratt ra bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five Good Practice for Handling, Installing. Restraining para el Mangio. Instalad6n Restdoci6n vrriostre de los (S) NEVER use banding to lift a bundle. trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see Vea el resumen & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** NUNCA use las ataduras para levantar un paquete. 1 below). 7) Repeat process with groups of four trusses until all trusses are set. SCSI -87*** para Trusses*** for more detailed information. pard informacion mals detallada. _ mals informacion. A single lift point may be used for bundles of \ 1) Instate los arriostres de tierra. 1) Instate el primero truss y ate seguramente at arriostre de _ Truss Design Drawings may specify locations of Los dibujos de diseno de las trusses pueden especificar top chord pitch trusses up to 45' (13.7 m) and tierra. 3) Instate los pr6ximos 4 trusses con restriccion lateral temporal de miembro corto (vea Apply diagonal brace to vertical permanent lateral restraint or reinforcement for las localizaciones de restnod6r; lateral permanente o aba o 4 Instate el arriostre dial ( I) ) ` -,ry;• individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la Parallel chord trusses up [0 30' (9.1 m). j )• ) Bonar de la cuerda superior veal aba'o . 5 Instate air ostre webs al end of cantilever and at A 63*** for more information. All other permanent ho'a resumes BCSI-B3*** para mals informacion. EI Use at least two lift points for bundles of top WARNING! Do not over load supporting diagonal para los plans de los miembros secundarios para estabilice los primeros cisco trusses bearing locations. All lateral restraints . bracingdesign is the responsibility of the building resto de los disenos de arriostres rmanentes son la chord pitch trusses up to 60' (18.3m) and pall- PP 9 (vea abajo). 6) Instale la restriccOn lateral temporal y arriostre diagonal pat la cuerda inferior lapped at least two trusses. 9 P tY 9 Pe structure with truss bundle. lel chord trusses up to 45' (13.7m). Use at least (veal abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que [odos7os ", *Top chard temporary lateral restraint spacing shall be 10' designer.. responsabilidad del disenador del edificio. r trusses esten instalados. i P y (3 m) o.c. max. for 3x2 chords' * three lift points for bundles of top chord pitch iADVERTENCIA. No sobrecargue la and 15' (4.6 m) o.c. for 4x2 chords. _ trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de � Refer to BCSI-B2*** for more information. `* + ., f INSTALLING INST�1 LACI®N - _ >45' (13.7m). _ "'trusses. ® WARNING! The consequences of improper µ . . ' ' Vea el resumen SCSI -B2*** para mals informacion. r Out -of -Plane handling, erecting, installing, restraining , 3 r`_ Puede usar un solo lugar de levantar para pa- place truss bundles in stable position. " uetes de trusses de la cuerda superior hasta 9S' • ' RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES -'fz + Tolerances for Out -of -Plane. Out -of -Plumb Max. Bow Truss Length and bracing can result in a collapse of the t . q P +' t trusses de cuerdas aralelas de 30' o mens.' - Puse paquetes de trusses en una posicion ; RESTRICCIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES Tolerancias para Fuera-de-Plano. structure, or worse, serious personal injury _ r'�y Y P * . - 3/4^ 12.5'___ Use por to mens dos puntos de levantar con 1' estable. , ,r / Max. Bow Di5o D (ft.) 19 mm - 3.8m or death. - ; This restraint &bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). ��- Length -►I L! grupos de trusses de cuerda superior indinada + t �- t. �T Ila ^ r TIB^ 14.6' See top of next column for temporary restraint and bracing of PCTs. iADVERTENCIA! EI resultado de un manejo, j, hasta 60'y trusses de cuerdas pafatelas hasta , Fa , Jr ( IMax s w (� Length -► i' 6 mm 0.3 m 22 mm 4.5 m levantamiento, instalacion, res[dcd6n y arrisotre �_ - _ 45( Use par to mens dos puntos de levantar con grupos de trusses de cuerda superior inclinada Este metodo de restriccion y ardostre es para todo trusses excepto trusses de cuerdas paralelas 1/2" 2' t" incorrecto puede ser la caida de la estructura 0 `, ! mas de 60' y trusses de cuerdas aralelas mas de 45: PCTs 3x2 4x2. Vea la rte superior de la columna para, la restriction arriostre temporal de PCTs. Max. B°` o 13 mm (0.6m) 25 mm 5.1 in), aun r herldos o muertos. s e ^ t P .. r• . (PCTs) Y Pa Pe P Y P _...............-. t Peg, ` -•t� 3/4" 3' 1-1/8" 18.8'.. . ' • + 1) TOP CHORD - CUERDA SUPERIOR � Length ► �.l m plumb 19 mm (0.9m) 29 mm 5.7 m . ® Cir Ci 9 Exercise care when removing F. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES + o banding and handling trusses to avoid - RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES damaging trusses and prevent injury. Wear t 1 personal protective equipment for the eyes, �� �� Using a single pick -point at the peak can damage the truss. feet, hands and head when working with "' trusses. m Et use de un solo lugar en el pico pare levantar puede so' or less hacer dano at truss. BC JP Utilice cautela at quitar las ataduras o los pedazos, de metal de sujetar para evitar dano a r IDS trusses revenir la herida personal. Lleve ' Y P el equipo protectivo personal pat ojos, pies, " Auss Ie, v2 y truss length ® o I Use GC49Y 1MN Utilice, Taygne mans y cabeza cuando trabaja Con trusses. �� TRUSSES UP TO 30' (9.1 m) special care in cuidado especial en , TRUSSES HASTA 30 PIES Truss Span.- , Top Chord Temporary Lateral Restraint (TCTLR) Spacing longitud de Tramo Esaciamiento del A_ rriostre Temporal de la Cuerda Superior Up to 30' 10'(3 m) D.C. max. (9.1 m) s; 30'(9.1 m) - 8'(2.4 m) D.C. max. 45'(13.7 IT) 45'(13.7 m) = 6'(1.8 m) D.C. max. 60'(18.3 m 60'(18.3 m) - q' (1.2 m) D.C. max. ri 80'(24.4 m)* ? ./line 1 4' 1-1/4" 20.ty • Tolerances for f (25111m) 1.2 m 32 mm 6.3 m Out -of -Plumb. 1-1/4^ 5' 1-318" 22.9' Tolerancias para D/50 maxi I . 32 mm 1.5 m 35 mm 7.0 m Fuera-de-Plomada. 1.1/2" 6' 1-112" 25.0' - 38mm 1.8in 38 mm - 7.6m CONSTRUCTION LOADING 453mm 2.1 m 453mm 8.9 m CARGA DE CONSTRUCCION 2" z8' 2" a33.3' (S) DO NOT proceed with construction until all lateral 51 mm 2:2.4 in 51 mm 10.1 m restraint and bracing is securely and properly in place. Maximum stack Height windy weather or .. dials ventosos o cerca NO proceda con la construction hasta que todas las result- for Material on Trusses ! • *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). clones laterales los arriostres erten colocados en forma near power lines de cables electricos o A acn Y Material He!ght_ F above or suliback `'Consulte a un Professional Registrado de Diseno para trusses mas - `' " a ro iada Segura. Locate Spreader bar t0' (3 m) and airports. ' , de aeropuertos. + t P P Y e9 o.c. max. is de 60 pies. Gypsum Boats 12" (305 mm) + • - mid -height - � _ - �,•. G) DO NOT exceed maximum stack heights. Refer to SCSI -B4*** • T°°-'"+ Tt°°-'" *** for more information.' / 0 See BCSI-Bra for TCTLR options. Plywood or OSB 16"(406 mm) Vea el BCSI-B2*** para las opclones de TCTLR. - NO exceda las alturas m6ximas de mont6n. Vea el resumen Asphalt shingles 2 bundles Spreader bar Spreader oar t/2 to I �G *** v3 t urs tang n �I - CM Refer to BCSI-83*** BCSI-64 para mas informacion. for truss Tegline Spreader bar 2 3 to Concrete Block 8" (203 mm) TRUSSES UP TO 60' (16.3 m) y L- yq .,,ba uss length , for Gable End Frame re- A li A N D LI N G TRUSSES HASTA 60 PIES Ta 9 TRUSSES UP TO AND OVER 60' (18.3 m) �. straint/bracing/ reinforcement Clay Tile 3-4 tiles high f- TRUSSES NASTA Y SOBRE 60 PIES -► f information. y - M�4iVE.70 0000 ^ p p r - Para informacion sobre restrc- ;TCTLR ' 0- Hold each truss in position with the erection equipment until top chord temporary lateral restrain[ cion/arriostre/refuerzo para NEVER stack materials near a is installed and the truss is fastened [o the bearing points. ' peak or at mid -span. Armazones Hastiales vea el Avoid lateral bending. 10' or NUNCA amontone los ma[erales cerca de un pico.. 0 Use proper rig- Use equipo apropiado Sostenga cada truss en posicion con equipo de grlia hasta que la restricci6n lateral temporal de la resumen BCSI-83*** � "� ' _ Evite la flexion lateral. cuerda superior este instalado el truss esta as urado en los so rtes. Truss attachment (9 DO NOT overload small groups or single trusses. ging and hoisting para levantar e P Y po Note: Ground bracingnot shown for clarity.. 'S tY• required at support s) The contractor is responsible for equipment. improvisar. t INSTALLATION OF SINGLE TRUSSES BY HAND NO sobrecargue pequen"os grupos o trusses individuales. Section A -A properly receiving, unloading and storing 0 Repeat diagonal braces for each set of 4 trusses. r C` 0 Place loads over as many trusses as possible. the trusses at the jobsite. Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Repita los arrisotres diagonales para cada grupo de 4 trusses. Coloque las cargas sobre Antos trusses tomo sea smooth surface to prevent damage. -� POR LA MANO t q, posible. EI Contratista crane la responsabilidad de 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS recibir, descargary almacenar adecuadamente i 0 Trusses 20' - Trusses 30' t Position loads over load bearing walls. los trusses en la obra. Descargue los trusses en 1 6.1 m) or (9.1 m) or f CMDiagonal: Coloque las cargas sobre las parades soportantes. la tierra liso para prevenir el dano. less, support less, support at�Web members bracing: ALTERATIONS - ALTERACIONES near peak. quarter points. I LATERAL RESTRAINT. DIAGONAL BRACINGRefer to BCSI-85.*** Truss bracing not shown for clarity. Soporte Soporte de _. ''�'•q .•}:`': cerca al pico los cuartos I ARE VERY IMPORTANT •' - Vea el resumen BCSI-B5.*** ✓•" ` o u ` .� los trusses de bamo los Trusses u n'•, •;1vr.a y },^.-: - t Trusses up to 20' i t p to 30' i I DO NOT cut, alter, or drill any structural member of a truss unless de 20 pies o (6.1 m) trusses de 30 (9.1 m) iLA RESTRICCION DO NOT store NO almacene mens. pies o mens. Trusses hasta 30 les specifically permitted by the truss design drawing. rf= Trusses hasta 20 pies P P II NO Corte, al[ere o perfore ning6r; miembro estructural de un truss, t � � =•t�" '-*'u. unbraced bundles verttcalmente los N :LATERAL Y EL ��� - '• q upright. trusses sueltos. pL� /� �/ /� g�� p p� ARRIOSTRE \ a menos que este especificamente permiddo en el dibujo del diseno Trusses may be unloaded directly on the ground TEMPORARY r RESTRAINT & BRACING ` del truss. at the time of delivery or stored temporarily in RESTRICCIOiV Y ARRIOSTRE TEMPORAL DIAGONAL //A Bottom chords contact with the ground after delivery. If trusses SON MUY :: CM Trusses that have been overloaded during construction or altered without the Truss are to be stored for more than one week, place I IMPORTANTES! Diagonal braces Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blocking of sufficient height beneath the stack of CM Refer to BCSI-B2*** for more Top Chord Temporary II every 10 truss spaces trusses at 8'(2.4 m) to 10' (3 m) on -center (o.c.). information. Lateral Restraint 20'(6.1 m) max. Trusses que se han sobrecargado durance la construcci6n o han sido alterados sin la autorizad6n RCTLR ) ! 10'(3 m) - 15'(4.6 m) max. Same spacin previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garanb'a limitada del Fabri- Los trusses pueden ser descargados directamente Vea el resumen BCSI-B2*** para mas infor- en el suelo en aquel momento de entrEga o 2x4 min: as bottom chord lateral restraint Note: Some chord and web members tante de Trusses. 4 madon. { c almacenados temporalmente en contacto con el not shown for clarity. 3 BOTTOM CHORD - CUERDA INFERIOR suelo despues de entrega. Si los trusses estardn . - 3 =-. - A_ Locate ground braces for first truss directly ) - "'Contest the Component Manufacturer document, for more Information or consult a Registered Design Professional for assistance. ' guardados para mas de una semana, ponga +� "' in line with all rows of top chord temporary To view a non-pdndnq PDF or this damment, w sh wwwseantlasw.mmrbr. Lateral Restraints - 2x4x12' or blopueando de Altura suficienre dehas de la pita - lateral restraint (see table in the next column). greater lapped over two trusses. NOTE: The moss manufacturer and moss designer relyon the presumption that the contractor and cane operator (if applicable) are de los trusses a 8 hasta 10 pies en centro (o. c.). DO NOT store on NO almacene en tierra professionals with the capability to undertake the work they have agreed todo on any given project. If the contractor believes It needs Coloque los arriostres de tierra para el primer =90° asslsance in some aspect of the construction project, It should seek assistance from a competent party. The methods anti procedures trusses for SSes Stored for more than One Week, cover uneven ground. desigual. ouHlned In this document are Intended to ensure that the overall mwN nson tech techniques employed will put the trusses Into place SAFELY. truss directamente en linea Con cada una de These recommendations for handling, g g ng upon pe g bundles to protect from the environment. - - las filas de restriction lateral temporal de la Bottom g, insalct ,rand Int Aron orad mosses are based e, n the collective experience or sentn p personnel Involved with w55 design, manufacture and Installation, but mustdue ro the nature °/ responsibilities Involved, he presented Brace (IfSI lfUSS �; r' ChOrdS only as a GUIDE for use by a qualified building designer or contractor. It Is not Intended that these recommendations be Interpreted as Para trusses guardados por mas de una semana,' i 't' cuerda superior (vea la tabla en la proxima -�-+w.r T.�'�G . securely before superior to the building designer's design specification for handling, Installing, restraining and bradng mosses and it does not preclude the cubra los paquetes para protegerlos del ambience. Y -- = Columna) erection of additionaluse of other equivalent methods for restraining/baUt cing and providing stability for e walls, columns, Boors, roofs and all the Interrelated r1" , structural building components as determined by the contactor. Thus, SBCA and TPI expressly disclaim any responsibility for damages Refer to BCSI*** for more detailed information ''� (S) DO NOT walk On trusses. arising from the use, application, or reliance on the recommendations and Information contained herein. pertaining to handling and jobsite storage ofunbraced trusses. trusses. _ _ Y NO camine en trusses Diagonal braces every 10 sBc t Vea el folleto BCSI*** re informad6n mals detal- +* , sueltos. truss spaces 20'(6.1 m) max. id Pa 4mn WaRRTRUSS C0a0Pl TRUSS PLATE INSTITUTE lada sobre el manejo y almacenado de los trusses - - 10' (3 m) - 15' (4.6 m) Note: Some chord and web members 6300 Enterprise Lane • Madison, W1 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 en area de habaj0. r max. not shown for clarity. _ ! 608/274-0849 • wwwsbcindustry.com 703/683-1010 • www.[ap'nWt^org .� 'L I►%li4'NE10, INSITATLTA'CIOIV, RESTRICCIOIV Y ATRRlIOSTRE DE LrOS TRUSSES complejo. Por favor, siempre consulte a un Profesional Registrado de Diseno. GompuTrs us- Ific- Custom Software Engineering Manufacturing DETAIL FOR CONVENTIONALLY FRAMED VALLEY FILL VALLEY JACKS - SPACED 24" o.c. CLEAR SPAN NOTTO EXCEED 8'-0". FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. VALLEY PADS - 1x60R2-20s. JACK POSTS - 20s TORE PLACED UNDER VALLEY JACKS ATNO MORE THAN 8'-0"o.c. AND NAILED TO JACK PURLINS. JACK PURLINS - 2x4x4'-O" SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WH ICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD - MINIMUM246 NO. 2HEWFIR. RIDGE POST - 2x4's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5'-0" o.c. AND NAILED TO RIDGE PURLIN. RIDGE PURLIN - 2x4 WHOSE LENGTH IS 12 THE VALLEY WIDTH AT THE POINT mAll inic oFa INDICATED BY A RIDGE POST. - lacnoc �nno EXP. 3/31/13 FILE NO: CALIF FILL DETAIL DATE: 0120/08 REF: 25,15-1 DES: SC IBC 2009 / CBC 2010 SEQ: S151509 END WALL, GABLE END OR GIRDER TRUSS A i A �I FOR GABLE ENDS OVER 6'-1" IN HEIGHT Design conforms to Main Windforce-Resisting '- MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE DOUG -FIR System also Components and Cladding criteria. CornpuTrus, Inc. GABLE STUD SPACING 16" 0c - Wind: 90 mph, h=30ft max, ASCE 7-05, Custom Software Engineering Manufacturing Enclosed, Cat.2, EXD,C. . gable end zone, load duration factor=1.6 ATTACMeD W1IM 160 DRAG GABLE 90C (+ 6-1") DATE: 07/01/09, REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151507 SHEATHING TO GABLE END r \ 8d NAIL AT 6" ox NOTCHED PER OUTLOOKER SPACING 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 IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. " 2x4 BLOCKS WITH 3-16d NAILS EACH END i I - 2x4 BRACE WITH 4-16d NAILS 8d NAIL AT ' 6" o.C. 2x4 BLOCK WITH 2-16d TOE NAIL EACH END. 2-16d GABLE STUD 16d at 24" o.c. 2-16d ' at 244"" O.C. 2-16de a w wo w9 ww wiw ww ww wa w w ww w ww w w_ wr r w w Design conforms to Main Windforce-Resisting FOR GABLE ENDS UNDER 6'-1" IN HEIGHT System also Components and Cladding criteria. �oMpuTrus, Inc. MINIMUM GABLE STUD GRADE- 2x4 DF No 1 & BTR GABLE STUD SPACING 16" oc Wind: 100 mph, h=30ft max, ASCE 7-05, Enclosed, Cate, Custom Software Engineering Manufacturing CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, gable end zone, looadad duration factor=f.6 PROVIDED 1 STUCCOOR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN GABLE END ACCORDANCE WITH IBC TABLE 2306.7. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLYCONNECTED M-2.5 x4 TO SUPPORTING BEARING WALL. (2) 2x4 BRACE AT 16'-0" ox. OR AT M I w CENTERLINE. ATTACH WITH 16d WI x3TypicaI NAILS SHOWN IN(). - > (2). 2x4 STUDS" I ---- (2) BRACING FOR GABLE END DRAG GABLE 100C(-6'-1") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 RAL 4TE M-2.: CUTOUT FOR 4x2 OUTLOOKER 'CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4)Q OUTLOOKER OFFSTUD 1x4 ADD-ON. ATTACH WITH 8d NAILS AT 9" o.c. 4x2 OUTLOOKER DETAILS OVER STUD 4 Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An CompuTrus. Inc. alternate method to brace the 2x4 bracing shown on a single member truss is to attachT" bracing. Custom Software Engineering Manufacturing T bracing is a 2x member placed flat on the web as shown in the figures. 1-2x4 Brace Required 2 or 3-20 Braces Shown ' See appropriate CompuTrus Engineering See appropriate CompuTrus Engineering 2x4 T Brace 2x6 T Brace 2x4 T Brace 'Ar-0ROFESSIQ,v R. CA���F y�� Ups ►O yG� Web f— Web � y f— Web - EXR 3/31N3 Q- S�C27� ENG�N�� �Q The T brace must be at least 80% of the web length and is attached with 10d nails at 6"o.c. throughout. FOF CAL�F� Typical at trusses 24'o.c. only. If a 2x4 or 2x6 web requires a single brace, a 2x4 T brace may be substituted. If a 2x4 or 2x6 web requires 2 or 3 braces, a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web may be substituted. The T brace(s) must be of equal or better material than the web. - Trusses at 24"o.c. typical - - Restraint required at Brace must be 80% of each end of brace , the length of the web. and at 20' intervals. 2x4 lateral brace with 2-10d nails per truss. Referto CompuTrus Eng. 2x4 T Brace with / 110 nails at 6"o.c. FILE NO: Lateral Brace Detail ' DATE: 07/23/08 SEQ: 2787671 IBC 2009 / CBC 2010 Lateral Brace CampuTt, us. Inc. Custom Software Engineering Manufacturing END VERTICAL MAY BE OMITTED IF TOP CHORD IS ADEQUATELY SUPPORTED. M -1x3 SEE CHART 2x4 or 2x6 M -2.5x4 M -1x3 I SEE CHART FOR MAX SPANS I . AND LUMBER GRADES - NOTE: CONNECTOR PLATES SIZED FOR HANDLINGONLYAND MAYBE REPLACED WITH EQUAL FASTENER. DEFLECTION CRITERIA (MAXIMUM ALLOWABLE) SLOPE < 4:12 = L/240 LIVE LOAD SLOPE — 4:12 = U180 LIVE LOAD IF DL >_ .5 LL (ALL SLOPES) = U180 TOTAL LOAD CEILING JOIST = L/240 LIVE LOAD FILE Rafter/End Jack Chart NO: DATE: 07/01/09 REF: 25-1 RAFTER SPAN CHARTS - 2006 LOAD DURATION INCREASE = 1.25 SPACING = 24 O.C. RAFTER SLOPE RAFTER SLOPE RAFTER SLOPE <= 4/12 - 4-7/12 >= 7-12/12 TC LL (PSF 20 20 16 16 16 16 TC DL(PS) 8 15 7 14 7 14 TOTAL (PF) 28 35 23 L- 30_ 23 1 30 SIZE GRADE SPECIE 2x4 SS DF 9-7-8 9-2-0 10-0-8 9-4-8 9-4-0 8-8-8 2x4 #18BTR DF 9-5-8 8-9-0 9-10.8 9-2-8 9-2-0 8-7-0 2x DF 9-1-8 8-2-8 9-8-8 8-9-0 8-11-8 8-5-0 2x4 #2 DF 8-7-0 7-8-0 9-4-0 8-3-0 8-10-8 8-2-0 2x4 CONST DF 7-" 6-9-0 8-2-8 7-3-0 8-2-0 7-2-0 2x4 STUD DF 6-0-0 5-10-0 7-2-0 6-3-8 7-1-0 6-3-0 2x4 STAND DF 5-7-8 5-1-0 6-2-8 5-4-8 6-2-0 5-5-0 2x SS F 9-1-8 8-8-8 9-0-0 8-10-8 8-10-8 8-3-0 2x4 #18BTR HF 8-11-0 8-4-8 9-4-0 8-8-8 8-8-0 8-1-0 2x4 #1 HF 8-11-0 8-0-0 9-4-0 8-0-8 8-8-0 8-1-0 2x4 #2 HF 8-5-0 7-7-0 8-11-0 8-1-8 8-3-8 7-9-0 2x4 CONST HF 7-4-8 6-7-8 8-1-8 7-2-0 8-0-8 7-1-0 2x4 STUD HF 6-0-8 5-10-0 7-1-8 6-3-8 7-0-8 6-2-8 2x4 STAND HF 5-8-0 5-1-0 6-2-8 5-5-8 6-1-8 5-5-8 2x4 240OF MSR 9-9-8 9-4-0 10-2-8 9-0-0 9-0-0 8-10-8 2x4 210OF MSR 9-5-8 9-0-0 9-10-8 9-2-8 9-2-0 8-7-0 2x4 195OF MSR 9-3-8 8-10-8 9-8-8 9-0-8 9-0-8 8-5-0 2x4 180OF MSR 9-1-8 8.8-8 9-" 8-10-8 8-10-8 8-3-0 2x4 1650F MSR 8-11-0 8-0-8 9-4-0 8-8-8 8-" 8-1-0 2x4 145OF MSR 8-0-8 8-0-8 8-11-0 8-4-0 8-3-8 7-9-0 2x6 SS DF 14-8-8 14-0-0 15-4-0 14-3.8 14-3-8 13-3-8 2x6 #18.BTR DF 14-2-0 12-8 15-1-0 13-7-8 14-0-8 13-0-8 2x6 #1 DF 13-3-0 11-10-0 14-5-8 12-8-8 13-10-0 12-7-8 2x6 0 DF 12.4-8 11-1-8 13-0-8 11-11-0 13-6-0 11-10-0 2x6 ST D DF 9-7-0 8-7-8 10-" 9-3-8 10-5-8 9-2-8 2x6 SS HF 13-11-0 13-3-0 14-" 13-0-0 13.6-0 12-7-0 2x6 #18.BTR HF 13-" 12-2-0 14-2-8 13-0.8 13-2-8 12-3-8 2x6 #1 HF 12-11-0 11-6-8 14-1-8 12-5-0 13-2-8 12-3-8 2x6 #2 HF 12-2-8 10-11-0 13-4-0 11-9-0 12-7-8 11-7-8 2x6 S D F 9-7-0 8-7-0 10-" 9-3-0 10-5-0 9-2-0 2x6 240OF MSR 14-11-0 14-2-8 15-7-0 14-" 14-7-0 13-6-0 2x6 210OF MSR 14-5-8 13-9-0 15-1-0 14-" 14-0-8 13-" 2x6 1950F MSR 14-2-0 13-0-0 14-9.8 13-9-8 13-10-0 12-9-8 2x6 180OF MSR 13-11-0 13-3-0 14-6-0 13-6-0 13.6-0 12-7-0 2x6 1650E MSR 13-7.8 12-11-8 14-2-8 13-3-0 13-2-8 12-3-8 2x6 1450F MSR 13-0-0 1 12-4-8 13-7-0 12-8-0 1 12-7-8 11-9-0 M MIMI MM M IMM MIM IMM •CompuTws, lnc. Custom Software E PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM Engineering Manufacturing CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf Hip No. 1 3-10d Pressure block with Pressure block with 3-10d truss SIDE VIEW 4-16d nails 3-10d 3-10d 4-16d nails 00 97M t end jack Bottom chord of Hip 3-10d pressure block - � 2'-0" cc typical No. 1 truss , NOTE: Attach 2x4 Doug Fir pressure block to bottom chord - of hip no. 1 -with 4-16d nails. Bottom chords of end joints are attached with 3-10d nails at each end of the pressure block. ' QRp'rESS/pN _ ' ����o��. R• CAo�Fyc► J..0 m Cr EXP:. 3/31/13 _ srcF�l ENG1No��P OF CACtF Z• CGMPUTVrus. inr-- Custom Software Engineering Manufacturing Plate Pitch - 3x4 2.82-3.00 M-3x8M 3.00-4.50 M -3x8 4.50-6.00 M -3x6 12 2.82-6.00 Deflection Criteria: Live Load = L240 Dead Load = U180 Extensions must be supported every 4-M max. Extensions may be plated as shown for additional length. Use M -3x8 plate for 2x4 lumber, M -5x8 for 2x6. Block • Pla2 • Raised Heel 2x4 M -3x6 A 2x6 M- X8 M -3x5 2x8 M -3x10 200 M -3x12 L --- 1.5" min. -1.5"min. • • H__t� • • 18" min. I Cantilever I r Varies with pitch - 3x4 M- x4 _ - _ 0 - Do not overcut ripped chords. -__-1-_---L----J • § -Scum all supports solid to bearing 2x4, 2x6, 2x8, 2x10 ` ,J block FL grade Refer to Max Setback I� Lumber Grades TC LL/DL Max Setback TC tUDL Max Setback ` SPF1650F(1.5E) 20/7 = 27# '8-8-0 2014 = 34# '8-0-0 R = 347# max. W = 1.5" min, 4 over 2 supports No = 694# max. W = 1.5" min. „ SPF2100F(1.8E) 20/7 = 27# -8-10-0 20/14 = 34# -8-4-0 Note: Max Setback is from inside of bearings. FILE NO: Hip Rafter -2x6(1:25) DATE: 07/01/09 SEQ: 2787668, IBC 2009/C SC 2010 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. ALTERNATE FRAMING DETAIL AROUND 30" ACCESS CompuTrus. lac. Custom Software Engineering Manufacturing TYP CAL ROOF TRUSS LAYOUT ' •. � oQROFE$S/prt,9 . cr �. 24" 1_ 24" I 24" 24" 24" �- 24 I• 24 �_ . ! d 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. 24" 24" 21" 30" clear 21" . 24". 24" _ , Section A -A 30" x 30" �. �. �. �. ,�. (bottom view) i Access —1�- Opening Section A -A A PIGGYBACK STANDARD 1 oft PIGLOADCDURATIONTRUSSSPAN INCREASE =UP TO16 25 0.MAX0 'MINIMUM LUMBER SPECIFICATIONS (DF ONLY).• SPACING = 24.0" O.C. ,TC: 2x4 OF H2 BC: 2x4 OF k2 LOADING .WEBS: 2x4 OF STD/STUD LL( 20.0)+DL( 15.0) ON TOP CHORD 35.0 PSF a ' OL -ON BOTTOM CHORD = 1.0 PSF TC. LATERAL SUPPORT <= 12 -OC. UON. ..TOTAL LOAD = 36.0 PSF Ir i - `2 r4 oj4j .•eb b�ir{` mu be Mr stalilewhere shown�� eAgr�l w 1n p �,s� De the t b late ' 3. All lateral force resisting elemen such as temporary and permanent , 4 ** 2x4 Stripping reuired as shown. , NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS ;• CompuTrus assumes no responsibility for such bracing., ' Join to bottomon of truss' with /� A A p. : 4 790243 - .FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC .4 Installation of truss is the responsibility oflhe respective contractor. 5. Design trusses are to be used in a environment, 2-16d nails andection with 2-16d, assumes non-corroslve end are for -dry condition- d use. 8. Design assumes NII bearing at erg supports shown. Shim on wedge if ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. fabrication• handling, shipment and Installation of components. p , . Stripping spaced toenailed to st�N� 8. This design OS furnished subject to the limitations set forth by 8. Plates shall ba located on beth faces dtruss. and placed so their center f S ._. at 2'-0" oc maxonnections are• III I VIII VIII VIII II II VIII VIII IIII IIII P 8. Digits Indicate size of plate in Inches. p for vertical loy. 10. Forbascoonnectorplata design valuessee ESR-2528(CompuTrus) - r 16'-0" max ,. w '-0"max •4'-0" max 4'-0" max 4'-0" max t M 4x4 ��0 qvLR CA�H9(�/-- 12A� a _' 12 of 3rn to 6 +, Q3to6 '� EXP. 3/31%1.3 RS ROOF SHEATHING TO BE CONTINUOUS 'OVER M 2x4 � + _ M 2x4• C+�G3/2t//��� JOINT.:SHEATHING TO OVERLAP 24. ENGEN •� 'A MINIMUM OF 12 -OVER JOINT. ; x: ;•. .' r 01Cil F�� rM-2x4 - . i ; t M-20 •' ;: ti; RS' , It RS 4- ., • �} M;2x4. ' s �d•2x4; �. M-20 N; • CDFOP CHORD AT STRUCTURAL TRUSS BELOW JOBAAME,+ STANDARD' CAP TRUSS 4 w' i - `2 r4 oj4j .•eb b�ir{` mu be Mr stalilewhere shown�� eAgr�l w 1n p �,s� De the t b late - x )ES. BY: MJ + ' . 3. All lateral force resisting elemen such as temporary and permanent , 4 of n ass o ards y race al unless braced / mndnuous ch erywall(BCI , . stability bracing must be designed by designer of complete structure. . sheathings eras pllywood sheathing(TC) and/or dhout )ATE: 3/22/2011 r :a CompuTrus assumes no responsibility for such bracing., 3. N Impact bridging or lateral bracing required where shown a a /� A A p. : 4 790243 - 4. No load should be applied to any component until after all bracing and time .4 Installation of truss is the responsibility oflhe respective contractor. 5. Design trusses are to be used in a environment, DEQ . n p + f RANS I D : 306829 fasteners are complete and at no should any loads greater than - ,, design loads be applied to any component. - 5. CompuTrus has no control over and assumes no responsbildy for the a assumes non-corroslve end are for -dry condition- d use. 8. Design assumes NII bearing at erg supports shown. Shim on wedge if • fabrication• handling, shipment and Installation of components. p ary' - 7. DeSgn assumes adequate dra(nage is provided. 8. This design OS furnished subject to the limitations set forth by 8. Plates shall ba located on beth faces dtruss. and placed so their center TPI CA in SCSI, copes of which will be fuml(hed)upon request. Ones coincide with joint center lines. III I VIII VIII VIII II II VIII VIII IIII IIII P 8. Digits Indicate size of plate in Inches. p CompuTrus, Inc. Software +7.5.2.2F1L Z 10. Forbascoonnectorplata design valuessee ESR-2528(CompuTrus) and/or ESR -1311, ESR -1888 (Welk). TRUSS PAN PIGGY BACK STANDARD 2 O f 2 PIGLOADCDURATIONSINCREASEO_16'250.0" LUMBER SPECIFICATIONS MAX. SPACING = 24.0" O.C. TC: 2x4 SPF 1650E or HF N2 BC: 2x4 SPF 1650F or HF 1/2 LOADING • WEBS: 2x4 SPF 1650F or HF STD/STUD LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF ' TC LATERAL SUPPORT - 12"OC. UON. DL. ON BOTTOM CHORD = 1.0 PSF TOTAL LOAD = 36.0 PSF **- 2x4 stripping required as shown. Join to bottom section of truss -with 2-16d nails and top section with 2.16d toe - ' A IN NERA • OTEN�onotulld nailed to stripping. Stripping spaced at 2'-0" oc maximum., ' Truss : 4a 'r nit n s b st lion e s and if g a ern the2 4 o ebb be st�where sho tru esig Defign b latey t6at Connections are for vertical loads only.NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS ' • DATE • 3/22/2011 @ Provide nail on plates where shown. Use Simpson TP39 or USP NP39 FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- 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. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosiw environment, C p TRANS I D : 306029 to each face of truss at 48"oc throughout. Use 8d x 1 1/2" COMMON ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. fabrication, handling, shipment and instaltatlon of componenh. necessary. 7. Design assumes adequate drainage is provided. - nails. Do not use holes within 1.5" of the edge of member. Apply , 7PIIwfCA in SCSI, copies ofwhictr will be furnished upon request. Dies comctde with jcenter lines. 'a+ ' 4 nails from each face in each member.' Nails must be staggered and IIII , - VIII - equally divided between front and back face. , II II VIII I III IIII IIII ti • . �_f 16'-0" max • � ESS/ - 4�' " -0max -0max 4' " 4'-0" max 4' -0" max OQ�pF �• � R. CA M 4x4 �y f ` , 4.0" 0 r Y' �r 12 =' 12 re 3 ao+6 43 to 6 •1 _ EXP. 3/31%13 t RS - ROOF SHEATHING TO BE CONTINUOUS ) M 2x4 M 2x4 r `f'T ENG�N�� �Q TOFS.I2ATOVER.JOINTHING TO ERLAP ti - 2 4 gOFCgl1E��a AVMINIMUMER a ,, M 2x4 ' r s M 2x4 r LO �+ RS- aRS .r k • ` **: @ ** M -2x4 @ @ @ M 2x4 ** M -2x4 @ , TOP CHORD AT -STRUCTURAL TRRUUSS.B LE Ot' { JOB NAME: STANDARD CAP TRUSS - A IN NERA • OTEN�onotulld ectl c tra or should Nsetl of all Oen es This ss sie a o .R Truss : 4a nit n s b st lion e s and if g a ern the2 4 o ebb be st�where sho tru esig Defign b latey t6at '"3: DES. BY • MJ , .. Ag lateral force resisting elemen such as temporary and permanent ass abs stabilil bracin must be dell ned b deli ner of cam lets structure:.. 2 o.c. and at 10' o.e. respectively unless braced throughout their length by Y g 9 Y 8 P contlnuous sheathing such as plywood shealhing(TC) and/a tlrywall(BC), • DATE • 3/22/2011 CompuTrus assumes no responsibility for such bracing. • ' 3. 2x Impact bridging or lateral bracing required where shown ++ A t1 .1 A4 SEQ. : 4 79024 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. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-comosiw environment, C p TRANS I D : 306029 design bads be applied to any component. - - and are for "dry condition" of use. '5. CompuTrus has no control over and assumes no responsibility for the 0. Design assumes full bearing at all supports shown. Shim a wedge if fabrication, handling, shipment and instaltatlon of componenh. necessary. 7. Design assumes adequate drainage is provided. . S. This design is famished subject to the limitations set forth by 8. Rates shall be located on both faces of truss, and placed so their cerder 7PIIwfCA in SCSI, copies ofwhictr will be furnished upon request. Dies comctde with jcenter lines. IIII I VIII VIII VIII II II VIII I III IIII IIII 0. Digits plate indicate size of plata m mitres. CompuTrus, Inc. Software +7.5.2.2 F(1 L)-2 10. For basic connector plate design values see ESR -2528 (CompuTrus) and/or ESR -1311, ESR -1888 (MiTek), HF OR ,:SPF Detail shows minimum spacing fora single bearing block. Double rail spacing and �13MPUTVruS. (ilC. stagger nailing for two blocks. Greater spaci rig maybe required to avoid splitting. A. Edge distance and spacing between staggered rows of nails (6 nail diameters) Custom Software Engineering Manufacturing B. Spacing of nails in a row (12 nail diameters) C. End dista rice (15 nail diameters) If nail holes are pre -bored, some spacing may be reduced by the following amounts: Spacing may be reduced by fifty percent (50%) •• Spacing may be reduced by thirty-three percent (33%) Bearing block to be the same I C" I Nail Line specie, grade and size as I OQ¢OFESSI bottom chord (see approved �tQ�OR• Cgp„glF� CompuTrrAs engineering) A �L m B' r ;D EXP.:3/31/13 B z oENG1�o��� .. _ F CAL Direction of load and nail rows Length of Block Varies '(See approved CompuTruS engineering) FILE NO: Bearing Block Detail DATE: 01/20/08 SEQ: 2787667 IBC 2009 / CBC 2010 Maximum Nail Lines (by Bottom Chord Size) - Minimum Nail Spacing (Distance in inches) Nail Type 2x4 2x6 2x8 2x10 2x12 A B. C" 8d Box .113"x2.5" 3 6 9 12 15 3/4 13/8 13/4 10d Box .128"x3") 3 5 7 10 12 7/8 15/8 2 12d Box .128"x3.25" 3 5 7 10 12 7/8 15/8 2 16d Box (.135"x3.5") 3 5 7 10 12 7/8 15/8 21/8 20d Box (.148"x4") 2 4 5 6 8 1 1 7/8 21/4 8d Common .113"x2.5" 3 5 7 10 12 1 7/8 15/8 2 10d Common (.128"x3") 2 4 6 8 10 1 17/8 21/4 12d Common .128"x3.25" 2 4 6 8 10 1 17/8 21/4 16d Common .135"x3.5" 2 4 6 8 10 1 2 21/2 .120'x2.5" Dia Gun. 3 6 8 11 14 3/4 1 1/2 17/8 .131"x2.5" Dia Gun 3 5 7 10 12 7/8 1 5/8 2 - 120"x3.0" Dia Gun 1 3 6 8 1 11 14 3/4 1 1 1/2 17/8 .131"x3.0" Dia Gun 1 3 5 7 1 10 12 1 7/8 1 15/8 2 May 17,, 201`0 To Whom It May Conde.rn'; This 1&to verify. that Spates pates Fabricators, Inc.; of Thermal, CA: '.is . a Subscriber in --thb Timber Products Inspection (TP) and, General Testing and Inspection (GTI) Truss Quality Auditing- Program isince June, 1990. The TP and GT[Truss Quality -Auditing .Programs a s re. recognized' by the International Accreditation Service. (IAS) With the assigned number of AA -664 - TP' and the GTI quality 6ssuranc&m;arks .have been recognized in the'West by 4116 truss industry and code jdrisdidtions.isince 1969. TP currently ,oud - its truss, manufacturing facilities nationwide.. TP -is conducting unannounced, third party audits at Spat6s Fabricators, Inc. 6f'Thetmal, CA. This facility is currently in good standing in the TP Trutt Ou6lity-Auditing Program. Spate .'s Fabricators.,, Inc. personnel are authorized ' : to apply - ly the GTI quality mark :#o trusses - tha . t are manufactured in accordance-.. with. the . latest revision of the -ANSI/TRI, Standards. All -stamping, -takes place at the truss, manufacturing facility, under supervision oUqualified **plant pprsonrib 1. if 'you have questions regarding the status of:any, plant in the_ TP/GT[[Prog ram., please contact. me on my cell 208..818.7869.. Sincerely, TIMBER PRODUCTS INSPECTION Brian Hensley Truss Manager= Western Division Xc.- File I05 SE 124th Avenue P.O. 139x:91.9 - 1641 Signian Road • Vancouv - erj Washington .986 Conyers, Georgia 3001*2 , 84, :300/449-3840 a FAX: 360/449.3953 770/922-8000 rAX: . 770/922-1290 1 1 u . a IMES Evaluation Report ESR -1988 Reissued June 1, 2010 This report is subject to re-examination in two years. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53 -Shop -Fabricated Wood Trusses • r 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, MT18HS1, 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® (20061 RC) ■ 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 MITek8TL18 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'/2-inch . (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (2.5.4 mm) multiples. See Figure 1 for details. A Subsidiary of the International Code Council@ 3.2 MiTek®MT18HS-: ` Model MT18HSM 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 '/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 MiTek® TL20 and MT20Tm: Models TL20 and MT20M 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 0.0346 inch (0.88 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 '/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. 4.0 DESIGN AND INSTALLATION . 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses,, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate ., Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. �. ICC -ES Evaluation Reports are not to be eons/rued as representing aesthetics or unv ether attributes not spectfcully addressed, noi• ore they trt be construed ' us an endorsement ojthe .subject ojthe report or a recommendation f>r its are. There is no warrunty by ICC Evaluation Service, LLC, express or implied, as la m In ry,/inding or other matter in this report, or as to mry prxrducl covered by the report �n a Copyright © 2010 + Pagel of 4 • Fi r PCF created with pdTactory trial -version www.pdffactory.com , t. 1 7 1 ESR -1988 I Most Widely Accepted and Trusted Page 2 of 4 4.2 Allowable Design Values: Allowable design values for MiTek° metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. T 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, ' fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 1 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St. Charles, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1- 2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20TIl plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR -1988). PDF created with pdfFactory trial version www.pdffactory.com ESR -1988 I Most Widely Accepted and Trusted Page 3 of 4 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lbrrn2/PLATE) 1p a LUMBER SPECIES SG AA EA AE EE ' TL18, MT18, MTI8HST", TL20 and MT20T" ror 51: 1Ib/rn- = 6.y Kva. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, 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. 3All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TL18 AND MT18 ' MTI8HST" TL20 AND MT20T" Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Douglas fir -larch 0.49 248 203 170 171 Hem -fir 0.43 188 159 133 141 Spruce -pine -fir 0.42 206 162 125 122 Southem pine 0.55 244 192 171 178 ror 51: 1Ib/rn- = 6.y Kva. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, 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. 3All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TL18 AND MT18 ' MTI8HST" TL20 AND MT20T" Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension values in accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the joint)Z Tension @ 01 0.5 1149 0.48 1596 0.49 857 Tension @ 90° 0.52 1208 0.5 1671 0.49 854 Tension values in accordance with TPI -1 with a deviation (see Section 5.4.9 (e) 1] (Maximum Net Section Occurs over the joint3) Tension @ 0° 0.59 1349 0.59 1975 0.59 1035 - Tension @ 90° 0.53 1214 0.51 1727 0.49 861 Shear Values Shear @ 01 0.56 874 0.55 1099 0.51 604 Shear @ 30° 0.66 1023 0.57 1153 0.74 876 Shear @ 60° 0.83 1283 0.74 1492 0.82 970 Shear @ 900 0.49 757 0.52 1052 0.58 686 Shear @ 120° 0.39 608 0.4 802 0.42 498 Shear @ 150° 0.45 702 0.37 745 0.5 592 rui JI: I Iumiun = u. I ! D numm, l Incn = Zb.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. I . PDF created with pdfFactory trial version www.pdffactory.com ESR -1988 I Most Widely Accepted and Trusted Page 4 of 4 0.125" 0.250" 0.125' 0.375" i3.2 mm 6.4 mm 3.2 mm 9.5 mm POORD�o aDODODaoaDaD - •. • ODODDa a .� o EJ o� Oaaaoa .. � DaaDDD . ... ELo t � DOaDDD . aOaaaa WIDTH MT18, TL18, MT18HS, MT20, TL20 ^� FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) PGF created with pdfFactory trial version •www.pdffactory.com