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14-0034 (RER) (Structural & Truss Calcs)y YO UNG ENGINEERING rSER VI CES ewwwmalbengrcorn' • `"" 77-682 Country Club Dr. Ste..B,.Palm Desert, CA 92211 ph. (760) 772-51(17 fax (760) 345,7620 ' Letter of Transmittal To: City of La Quints Today's Date: 1-17-14 ,. 78-495 Calle Tampico City Due Date: 1-22-14 . La Quinta, CA 92253 - Project Address:52-690 Avenida Ville ` Attn: Angelica Plan Check #: 14-34 Submittal: ® 1Sl ❑ 4th , ❑ 2nd ❑ 5th •' 4 .. ❑ 3rd ❑ Other: - We are forwarding: '. ® By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: # Of Descriptions: Includes: # Of Descriptions:. ` Copies: Copies: ® 1 Structural Plans ❑ Re*iised Structural Plans ® 1 Structural Calculations ❑ Revised Struct. Calcs i ❑ Truss Calculations Floor ❑ Revised Truss ' and Roof ❑ Soils Report ,' ❑ Revised Soils Report ® 1 Structural Comment List ❑ t Approved Structural Plans ❑ Redlined Structural Plans ❑ Approved Structural Calcs " ❑ Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report - ❑ Redlined Soils Reports ❑ Other: ` ....Comments: Structural content is not approvable. Please refer to comment list. If you have any questions, please call. Time =.75 HR This Material Sent for: , ' ❑ Your Files -- ®.. _ Per Your Request - ❑ Your Review ❑ Approval s ❑ ` Checking ❑ At the request of: Other: ❑ �` x �. By: Kathryn Samuels Palm Desert Office : ® "(760) 772-5107 . other:❑. RECEIVED. JAN .1.'1, 2014 CITY OF LA QUINTA 4'w • COMMUNITY DEVELOPMENT City of La Quinta Building and Safety Department . Plan Check Corrections Fire Damage Remodel Architect/Engineer: 52-690 Avenida Villa Plan Check No.: 14-34 (1St check)' La Quinta, California Date: 1/17/2014 1. Specify the design building code used 2012 IBC/2013 CBC on the plan. 2. List the roof dead and live load on the plans. CBC 2013 160 3.1.2 % 6WOwa1{ , 3. Engineer of Record shall issue a letter of review and approval to the building cepartment or affix a shop . drawing stamp on the truss calculations stating reviewed and accepted.�r.K3rl 4. Provide a new roof framing plan, identifying the location of the replacement trLsses.. 04 Olme 64*14.6 5. 'Provide framing details for new members. Specify the connections between new and existing mpmbers, . and-provide a complete load path shear transfer: — 1.{-1 Q ,44 . ft eke* Tis WOSID *WA-N 6. Structural plans/details must be stamped and signed by an engineer or architect licensed in th State of. California. .,.,, S��Ity,�r �Mr�wu•�t . If corrections require revisions -to the structural calculations, provide one complete copy of the redlined calculations from this submittal plus two complete,bound copies of the revised calculations for review and approval. Providing only a few supplemental, revised pages will not be accepted and, will delay approval of this project. Return all redlined structural plans and calculations at resubmittal. Please incorporate requested corrections into plan sets•and'reprint. Plan Reviewer: Kathryn Samuels Phone No.: 760472-5107 Fax No.: 760-345-7620 r r IIII !M M T�sign�red _comp�nput_ ( WARNINGS: GENERAL NOTES, urdessotherwise noted: SPATES FABRICATORS (CM) LUMBER, SPECIFICATIONS TRUSS SPAN 31'- 6.0' = 1.25 1: This design is based only upon the parameters shown and is for an Individual ed oil Wind`. 110 mph h=15ft TCDL=8.4 BCDL=4.2, ASCE 7-10 Heights), Inclosed 6at.2, Exp.B, MWFRSJDir), TC: 2x4 OF k1&BTR BC: 2x4 OF 41&BTR LOAD DURATION INCREASE SPACED 24.0' O.C. building component. Applicability of design paramdem and proper " (All load duration factor=l.� loads WEBS: 2x4 OF N1&BTR 2. ZO compression web bracing must be installed where shown s, moorporation of component Is the responsibility of the building designer. Truss designed for wind 3. Additional temporary bracing to insure stability during construction LOADING . in the plane of the truss only. TC LATERAL SUPPORT <= 1210C. UON. continuous sheathing such as plywood sheathing(TC) andlor drywall(eC). - LL( 20.0)+DL( 14.0)—ON TOP CHORD = 34.0 OL ON BOTTOM CHORD = 7.0 PSF PSF EXCEPTION: FOR EXTERIOR STUD REFER BC LATERAL SUPPORT <= 12'OC. LION.- C O ,1 S EC//�� li . : 5776840 TOTAL LOAD = 41.0 PSF TO COMPUTRUS STANDARD GABLE END DETAIL. Staple or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design checked for a 300 lb concentrated top chord .vertical members (uon). 5. CompuTrus has no control over and assumes no responsibility forthe REQUIREMENTS OF CBC 2013 NOT BEING MET. live load per IBC 2012 due to maintenance workers fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage Is provided. which is non -concurrent with other live loads. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gies joint center lines considered for this design. IIIIII AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Truss designed for 4x2 outlookers. 2x4 let -ins VIII VIII VIII ILII of the same size and grade as structural top Connector plate prefix designators: chord. Insure tight fit at each end of let -in. C,CN C18 CN18 (or no prefix) = CompuTrus; Inc Outlookers must be cut with care and are M,M2bHS,AIBHS,M16 = MiTek M series permissible at inlet board areas only. MiTek USA, Ine./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (fffek) Note:Truss design requires continuous bearingwall for entire s an UON. 15-09 15-09 8-05-02 7-03-14 7-03-14 8-05-02 4. 00 M -3x5 M -3x5 a 4.00 0 t I? 0 M -3x4 � 6 8,,-03-06 ' 2-00 �h : 9-00-12 JOB NAME: Javier Sanchez fire Job - Al M-5x5(S) 1, I. 7-05-10 7-05-10 31-06 Scale: 0.2541 8-03-06 �p �Oj►14 0 0 M -3x4 WARNINGS: GENERAL NOTES, urdessotherwise noted: Al 1. Builder and erection contractor should be advised of all General Notes 1: This design is based only upon the parameters shown and is for an Individual ed oil T r u S S and Warnings before construction commences. building component. Applicability of design paramdem and proper " 2. ZO compression web bracing must be installed where shown s, moorporation of component Is the responsibility of the building designer. BY : EE 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their length by . Is cing of Ls the responsibility of the erector. Additional permanent bra continuous sheathing such as plywood sheathing(TC) andlor drywall(eC). - DATE: 1/3/2014 the overall structure is the responsibility of the building designer. 3. Dc Impact bridging or lateral bracing required where shown ++ C O ,1 S EC//�� li . : 5776840 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 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 : 387966 design loads be applied to any component. 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 forthe 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 S. Plates shall be located on both faces of truss, and placed so their center in SCSI, copies ofwhich will be furnished upon requestcoincide Gies joint center lines IIIIII VIII VIII VIII VIII VIII ILII II I IIII7P9WfCA cM 8. Digits Indicate size of plate in inches. MiTek USA, Ine./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (fffek) 8-03-06 �p �Oj►14 0 0 M -3x4 IIII T�sign�red _compMnput_ WARNINGS: GENERAL NOTES, otherwise noted: _ SPATES FABRICATORS (CM) LUMBERSPECIFICATIONS 1. Builder and erection contractor should be advised of all General Notes TRUSS SPAN 31''- 6.0° CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=f.00 TC: 2X4 OF N188TR and Warnings before construction commences. LOAD DURATION INCREASE = 1.25 • 1. 2=( 0) 62 2- 9= 0 3138 9- 3= 0 226 BC: 2X4 OF N18BTR 2. 2x4 compression web bracing must be installed where shown +. SPACED 24.0° O.C. 2. 3= -3390 0 9-10= 0 3135 3-10= -905 0 WEBS: 2X4 DF k18BTR 3. Additional temporary bracing to insure stability during construction -1 3- 4= -2638 0 10-11= 0 2406 10. 4= 0 488 is the responsib ity d the eredoc Addgional permanent bracing o1 _• the werall structure is the responsibility of the building designer. LOADING ! 4. 5= -282 40 11-12= 0 3137 4. 6= •2278 0 - TC LATERAL SUPPORT <= 12'OC. UON. ' LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF j 5. 6= -282 40 12- $= 0 3140 6.11= � 0 488 BC LATERAL SUPPORT <= 12°OC. UON. fasteners are complete and at no time should any loads greater than' design loads be applied to any component. OL ON BOTTOM CHORD = 7.0 PSF 6. 7= •2638 0 11. 7= -907 0 ^ TOTAL LOAD = 41.0 PSF 7- 8= •3392 0 7.12= 0 226 OVERHANGS: 25.1' 0.01 fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. BC UNIF LL( 0.0)+OL( 15.0)= 15.0 PSF 13'- 3.0' TO 18'- 3.0' V Unbalanced live loads have been BEARING r MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH considered for this design. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES _ LIVE LOAD AT LOCATION S)1 SPECIFIED BY CBC 2013. ( 01- 0.01 0/ 1512V •42/ 48H 3.50' 1.61 OF 625 Connector pplate prefix desi nators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. , 31'- 6.0' 0/ 1366V 0/ OH 3.50° 1.46 OF 625 C,CN C18 C&18 (or no prefixg) = CompuTrus, Inc ' I II ILIITPIANfCA , a . ..•M,M2bHS,M18HS,M16 = MiTek MT series m 9. Digits Indicate size of plate Inches. BRG @ 0'- 0.0°`- 1.61 DF/ 2.49 HP/ 2.37 SPF BRG @ 31'- 6.0- 1,46 OF/ 2.25 HF/ 2.14 SPF JT 2, 8: Heel to plate corner = 0.75' MTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek). VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 • MAX LL DEFL = -0.299° @ 18'• 3.6' Allowed = 1.031' MAX DL CREEP DEFL = -0.435' @ 18'• 6.5' Allowed = 1.546' MAX TL CREEP DEFL = -0.584' @ 18'• 3.6' Allowed 1.546' ' i ,= RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.435' MAX HORIZ. LL DEFL = 0.054° @ 31'- 2.5' MAX HORIZ. TL DEFL = 0.118° @ 31'- 2.5' S , Wind: 110 mpph, h=15ft TCDL=8.4 BCDL=4.2, ASCE 7-10; _ (All Helghts), inclosed 6at.2, Exp.B, MWFRS(Dir), • 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 • 15-09 1 5 09 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 7-02-02' 1 6-00-14 2-06 2-06 6-00-14 7-02-02 4.00 �_ I I M -4x4 x 4.00- 5 M -3x8 M -3x8 M -3x5 co , M 3x5 0 3 ^ 5-00 0 co u2 2x6 Lr) ' 2 e.. -• B p. - f < M -3x7 g M -2x4 ,. 10 11 0.25" M -4x6 12 M -2x4 M -3x7 M-5x12(S) C 2.5x3.4 7-00-06 6-00-14 5-03-08 6-00-14 7-00-06 2-00 j<PL, 9-00-12 31-06 JOB NAME: Javier 'Sanchez Fire Job - A2 Scale! 0.2069 WARNINGS: GENERAL NOTES, otherwise noted: _ A2 1. Builder and erection contractor should be advised of all General Notes 1. This design Is baseded only upon the parameters shown and is for an Individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. DES. BY: -' EE + 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at tO o.c. respectively unless braced throughout their length by - DATE: 3 201 4 is the responsib ity d the eredoc Addgional permanent bracing o1 _• the werall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). 3. 2x Impact bridging a lateral bracing required where shown ++ , p ,1 _ SE Q : 5776 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respectlw contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, ° 841 (� _ TRANS I D : 387966 fasteners are complete and at no time should any loads 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 or wedge if.. 5.-CompuTrus has no wntrd 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 8. Plates shall be Coated on both faces oftruss, and placed so their center in SCSI, copies ofwhirh will be famished upon request. lines coincide with joint canto lines. IIIIII VIII VIII III I II II VIII VIII I II ILIITPIANfCA m 9. Digits Indicate size of plate Inches. MTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek). GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ningdn modo que frequency or location of temporary lateral restraint identifiquelafrecuendaolocalizad6nderestn'oddnlateral and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use las recomendadones for handling, installing and temporary restraining de manejo, instalacidn, restriccidn yarriostre temporal de and bracing of trusses. Refer to iBCSI- Guide to los trusses. Vea el folleto L- Guia de Buena Pradlca Good Practice for Handlinci. Install' Restraining Data e/ Mangio. Insta/a aan. Restriccidn Arriostre de los 10g, Y & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Racas de Metal*** Trusses*** for more detailed information. para informacidn mos detallada. Truss Design Drawings may specify locations of Los dibujos de disefio de Ids trusses pueden espedficar permanent lateral restraint or reinforcement for las localizations de restricacin lateral permanente o individual truss members. Refer to the BCSI- refuerzo en los miembros individuates del truss. Vea la B3*** for more information. All other permanent hoja resumen SCSI-B.Tk** para mos informacidn. EI bracing design is the responsibility of the building resto de los disen"os de arriostres permanentes son la designer. responsabilidad del disefiador del edificio. A`NARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! EI resu/tado de un manejo, levantamiento, instalacidn, restriccidn y arrlsotre incorrecto puede ser la caida de la estructura o afro peor, heridos o muertos. A! ii 1 Ll r-� FEBRUARY 14, 2012 CONVENTIONAL VALLEY FRAMING DETAIL' ST-VALLEYI MiTek USA, Inc. RIDGE BOARD GABLE END, COMMON TRUSS - T;mn (SEE NOTE #6) OR GIRDER TRUSS MiTek USA, Inc. / f 1 ' UJ,) I TrIUAL i i ( 24" O.C. ) POST GABLE END, COMMON TRUSS ( SEE NOTE #8) OR GIRDER TRUSS , P 12 4: • �f� I• ' UJ,) I TrIUAL i ( 24" O.C. ) POST GABLE END, COMMON TRUSS ( SEE NOTE #8) OR GIRDER TRUSS , P 12 4: PLAN SECTION TRUSS MUST BE SHEATHED NOTE: GENERAL SPECIFICATIONS 4 '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 48'0.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. Q�kOFESS/O� 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.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 FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131-) NAILS. C3 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN 74486 m _ 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 * Cl �\ OFC DRAG GABLE 90C (+ 6'-1") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009 / CBC 2010+ SEQ: S151507 SHEATHING TO 2x4 BLOCKS WITH 3NAILS GABLE END EACH END Bd NAIL AT �6" o.c. GABLE STUD16d FOR GABLE ENDS OVER 6'-1" IN HEIGHT Design conforms to Main Windforce-Resisting f 'gmpuTrus• Inc. MINIMUM GABLE STUD GRADE 2z4 CONSTRUCTION GRADE DOUG -FIR System also Components and Cladding criteria. GABLE STUD SPACING I6"oc Wind: 90 mph, h=30ft max, ASCE 7o5, ' Custom Software Engineering Manufacturing WITH 2-16d Enclosed, Cat.2, Exp.C, gable end zone, load duration factor -1.6 \ BOO?OESS/ON JO uu 6'-0'o.c. MAX M -2.5x4 Sd NAIL AT 6" o.c. NOTCHED PER 2x4 BRACE WITH 4-16d NAILS OUTLOOKER SPACING r EACH END. 2-16d \ 2-16d 21.0• w Q m No. 0806 II iI II II 2x40UTL OKER EXP. 3/31!15 M-1 x3 Typical .IL. •.II ENG\N� II II �P 2.4 BRACES. BRACED Q AT 6'-0" MAXIMUM 2x4 STUD 16' MAX4 - M -2.5x4 m - M -2.5x4 2x4 CONTINUOUS CONDITION 2 BACKING GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, ATTACHED WITH 16d 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. DRAG GABLE 90C (+ 6'-1") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009 / CBC 2010+ SEQ: S151507 SHEATHING TO 2x4 BLOCKS WITH 3NAILS GABLE END EACH END Bd NAIL AT �6" o.c. GABLE STUD16d 1-16d 2x4 BLOCK 2-16d WITH 2-16d \ 4. TOE NAIL R Sd NAIL AT 6" o.c. NOTCHED PER 2x4 BRACE WITH 4-16d NAILS OUTLOOKER SPACING r EACH END. 2-16d \ 2-16d Design conforms to Main Windforce-Resisting FOR GABLE ENDS UNDER 6-1" IN HEIGHT System also Components and Cladding criteria. - Co mp uTi' u S; Inc. » MINIMUM GABLE STUD GRADE -2x4 STUD GRADE DOUG -FIR Wind: 90 mph, h=30ft max, ASCE 7-05; F Custom Software Engineering Manufacturing GABLE STUD SPACING 16" oc gable end zone, load E p.C,duratiOn factor=1.6 - CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, GABLE END PROVIDED1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST f 1 M -2.5x4 ' 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.7. (2) - 2 GABLE ENDTRUSSISADEQUATELYAND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. 2x4 BRACE AT 16-0" o.c. OR AT w CENTERLINE. ATTACH WITH 16d M-1x3Typical a NAILS SHOWN IN (2) 2x4 STUDS " t o A. - m STRUCTURAL - O TRUSSES c M -2.5x4 16° MAX PLATE , DRAG GABLE 90C ( 6'-1 ") DATE: 07/01 /09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 M -2.5x4 (Splj VMRIW CENTER VERTICALS VARY AS REQUIRED , BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4x2 . r OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER SS/pti� ; �o000 P- y� JPO w m ir No. 0806 T�- * EXP. 3/31/15 +1 -vt j4j OFF STUD 1x4 ADD -0N. ATTACH OVER STUD - 8d NAILS AT 9" ENGAN �P \ sT9TF WITH o.c. OF C A``w�� 4x2 OUTLOOKER DETAILS MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE r o 00 0 00 a MiTek USA, Inc. i r 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 TYPE A B C D I A I B I C I D C I D I`Bay size shall be measured in between the centers of pairs of diagonals. r 1 r GENERAL NOTES TYPE 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. r 1 r FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, 8, 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' TRI ICC RRAr:INr: INCTAI I ATInN ru nnP Amn Ppnni 1r.T CPFr.1PIr.AT1n1 r r r 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. r MEMBERS CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) Q?,pFESS/ON �����0 SOON o�F2 C-074486 c M n EW �L31-13,/* , civrt OF CAI. GENERAL NOTES TYPE BRACING MATERIALS 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 (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-Bd (0.131')2.5') FOR 1x4 BRACES, 2-10d (0.131N W) FOR 2x3 and 2x4 BRACES, AND 3.10d (0.131"4") FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS W ITH 2-8d (0.131"X2.5") NAILS FOR 1x4 LATERAL BRACES, 2.10d (0.131"x3") NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3.10d (0.131-x3") FOR 2.6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, OF, HF, OR SYP) 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. —Sbcindustry.mm and xv tpinst.org D 2 X 6 #3 OR BETTER (SPF, OF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. B. 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, 8, 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' TRI ICC RRAr:INr: INCTAI I ATInN ru nnP Amn Ppnni 1r.T CPFr.1PIr.AT1n1 r r r 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. r MEMBERS CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) Q?,pFESS/ON �����0 SOON o�F2 C-074486 c M n EW �L31-13,/* , civrt OF CAI. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 August 10, 2010 T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T -BRACE 2 MiTek Industries, Chesterfield, Mo Page 1 of 1 =00 t Note: T -Bracing / I -Bracing to be used when continuous lateral bracing 0o is impractical. T -Brace / I -Brace must cover 90% df web length. 0 00 . aNote: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. MiTek Industries, Inc. Nailing Pattern T -Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d '6" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WE Nails -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 2x61 -Brace 2x8 2x8 T -Brace MI -Brace Nails Brace Size for Two -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 1 -Brace 2x8 2x8 T -Brace 2x81 -Brace T -Brace / I -Brace must be same species and grade (or better) as web member. Nails Web -I-Brace Nails/ Q�OF ESS/pN . ro�`��00 74486 c rn * EX 1-13 Cl 9rFOFCA��F�� DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING (ps0 TCD 20.0 SPACING Plates Increase 1.15 Lumber Increase BRACING TOP CHORD Sheathed. MiTek Industries, Inc. Western Division TCDL 16.0 BCLL 0.0 1.15 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 BOT CHORD 2 X 4 SPF, HF, DF -L No.2 LENGTH OF EXTENSION AS DES --GN REQ' D 20 -LO" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS 200 8-00 a ' NOTE: + TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND, BOTTOM CHORD TO BE "2" MIN. a SPACING= 24" O.C. ; SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5°') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS 2 4 r � 3x4 = CONN. W/2 16d COMMON WIRE (0.1 "DIA, X 3.5" LGT) TOE NAILS . 6-0-0 EXT.. - 4-0-0 2-0-0 EXT. EXT. 2-0-0 - .. EXT, 2-0-0- 2-0-0 . . - 11 "" CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5' LGT) TOE NAILS 2' BOTTOM CHORD LENGTH MAY BE 2'-0" 3X4 - OR A BEARING BLOCK. CONN. W/2 16d COMMON W IRE(0.162"DIA. X 3.5") LGT TOENAILS OR SEE DETAIL MII/SAC-7 FOR 2-0-0 PRESSUREBLOCKING INFO. ' I 00 -4 B-0-0 1. ►1 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. OQ9,OFESS/ONS SOON �0 c� c L 074486 m 12-31 ,t OFC DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -20PSF 8/31/2005 PAGE 1 pressure block Bottom chord of Hip 3-10d 2'-0° oc typical No. 1 truss l 4 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 3-1Od nails at each end of the pressure block. FESS/p�, '9l Co Ui m Block O Plate O Raised Heel COi1lpOi rus nc. 2x4 M -3x6 A 2x6 M -3x8 M -3x5 Custom Software Engineering Manufacturing 2x8 M -3x10 Extensions must be supported every 4-0-0 Plate Pitch 12' x O 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 max. Extensions may be plated as shown for 2x10 M 3x 12 additional length. Use M -3x8 plate for 2x4 —�— lumber, M -5x8 for 2x6. C 'I B ' L --- min. min. 12' x O 2 - 18" mina Lumber Grades TC LL/DL Max Setback 2.82-6.00 over 2 supports No R = 694# max. W = 1.5" min. DF,SS 20/14 = 34# 8-0-0 �OQRpFESS/p Deflection Criteria: Cantilever Live Load = U240 No. 0806 Dead Load = L/180 EXP. 3/31115 Varies with pitch FILE NO: Hip Rafter -2x6(1.25) 3x4 1-0 ENGtN Note: DATE: 04/11/13 \Q 3x4 FOFCAL%F Conventional framing is not the responsibility of the truss designer, SEC' " 2787668 plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional IBC 2009/CBC 2010 0 - Do not overcut ripped chords. § - Shim all supports solid to bearing 2x4, 2x6, 2x8, 2x10 block FL grade Refer to Max Setback Lumber Grades TC LL/DL Max Setback R = 347# max. W = 1.5" min. 4 over 2 supports No R = 694# max. W = 1.5" min. DF,SS 20/14 = 34# 8-0-0 �OQRpFESS/p No. 0806 EXP. 3/31115 FILE NO: Hip Rafter -2x6(1.25) ENGtN Note: DATE: 04/11/13 \Q FOFCAL%F Conventional framing is not the responsibility of the truss designer, SEC' " 2787668 plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional IBC 2009/CBC 2010 engineer regarding conventional framing. ALTERNATE FRAMINGDETAIL AROUND 30" ACCESS CampuTrus Inc. Custom Software Engineering Manufacturing 1` TYPICAL ROOF TRUSS LAYOUT ��OQ No. 0806 EXP. 3/31/15 ENG TF OF CA10fG� i� 24° I 24°, 24° 24° 24° 24° ' 24" .1 k NOTE: REFER TOAPPROPRIATE 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. t 24° 24° 21" 30° clear 21° 24° 24" Section A-A(bottom view) 30" x 30" Y Access Opening Section A -A �IIIIIII� i i i i i i i i i i i i i i i i i MINIMUM LUMBER SPECIFICATIONS (OF ONLY) PIGGYBACK TRUSS SPAN UP TO 16'- 0.0" TC: 2x4 OF ill LOAD DURATION INCREASE = 1.25 BC: 2x4 OF H2 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 3to6F,--' JOB NAME: STANDARD CAP TRUSS 12 a3to6 M -2x4 ' TIMBER > PRODUCTS INSPECTION May 17, 2010 ' To Whom It May Concern: r ' This is to Verity 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 numberof 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. ' TP is conducting unannounced, third party audits at Spates Fabricators, Inc. of Thermal, 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 Brian Hensley ' ' Truss Manager - Western Division /jr Xc: File - ' 105 SE 124th Avenuea `�j P.O. Box 919 1641 Sigman Road Vancouver; Washington 98684 L ®i.�� Conyers,. Georgia 30012 360M49-3840 FAX: ,360/449-3953 .770/922-8000 FAX: 770/92271290 ICC -ES Evaluation Report ESR -1988 Reissued December 1, 2010 This report is subject to re-examination in two years. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: 1 1 MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MTI8HST°", 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 MiTeke metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTeke TL18 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. 3.2 MiTek® 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 MiTek® 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 1/2 -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 MT20TM: 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 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 ICC-/iS l: " ou", Reports' ore not Ill he construed as representing aesthetics or an'v other attributes not specifcah/ y addressed, nor ore ihely to he Construed FM =�3 I os on endorl'entenl of IHC suuhfeel OjIHe report or o reeonnttnendolion for its use. There is no warranty hV ICC Evaluation Scmiee, LLC, express or implied, as is... to ony finding or other matter in this report, or as to ony pmducl capered by the report. MMM W -M. Copyright © 2011 Page 1 of 3 MITEK INDUSTRIES, INC. ' 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com ' EVALUATION SUBJECT: 1 1 MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MTI8HST°", 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 MiTeke metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTeke TL18 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. 3.2 MiTek® 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 MiTek® 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 1/2 -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 MT20TM: 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 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 ICC-/iS l: " ou", Reports' ore not Ill he construed as representing aesthetics or an'v other attributes not specifcah/ y addressed, nor ore ihely to he Construed FM =�3 I os on endorl'entenl of IHC suuhfeel OjIHe report or o reeonnttnendolion for its use. There is no warranty hV ICC Evaluation Scmiee, LLC, express or implied, as is... to ony finding or other matter in this report, or as to ony pmducl capered by the report. MMM W -M. Copyright © 2011 Page 1 of 3 it C 1 it 11 ESR -1988 1 Most Widely Accepted and Trusted Page 2 of 3 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 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. 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. 1 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. 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 MT20TM 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). TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/int/PLATE) LUMBER SPECIES SG I AA I EA I AE EE TL18, MT18, MTI8HSM, M18SHSTM", TL20 and MT20Tm 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 Southern pine 0.55 244 192 171 178 For SI: 11b/int = 6.9 kPa. 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. '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. ESR -1988 Most Widely Accepted and Trusted Page 3 of 3 1 TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION TI -18 AND MT18 MTI8HSTm M18SHSM TL20 AND MT20M Efficiency - Pounds/ inch/Pair of Connector Plates 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 @ 0•• 0.5 1149 0.48 1596 0.52 2247 0.49 857 Tension @ 90•- 0.52 1208 0.5 1671 0.53 2292 0.49 .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 1 608 0.4 802 0.41 1073 0.42 498 Shear @ 150•• 0.45 1 702 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 4.34 of 1 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. 2Minimum 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. -3 Maximum 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. `r 0,125" 0.250" 0.125" 0.375" f 3.2 mm 6.4 mm 3.2 mm 9.5 mm 0000a0000000 00000000000o • EW oo E -, }4. .E RUMORo 1 N 000000000000 - WIDTH y' MT18, TL18, MT18HS, MUSH% MT20, TL20 FIGURE 1 -APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm)