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Report OFFICE COPY MIT RECEIVED SEP 0 8 2021 MiTek' CITY OF TIGARD ' SION MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 21-MM2325 SW 135th. The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Precision Roof Trusses, Inc. Pages or sheets covered by this seal: K10159834 thru K10159842 My license renewal date for the state of Oregon is December 31,2021. OFFICE COPS CITY OP TIGARD4, - REVI FOR CODE COMPLIANCE Approved: l OTC: . I Permit#: , cZOc) 1 " I t Address: 1 JPROP \' <c. ss�o Suite#: Dana -2 I • 89200PE 4fOREGON Q, / O '9 '14 20 P* August 23,2021 Baxter, David F �1 IMPORTANT NOTE:The seal on these truss component designs is a certification VALIDITY O• �RM IT that the engineer named is licensed in the jurisdiction(s)identified and that the THE ISSUANCE OF A PERMIT designs comply with ANSI/TPI 1. These designs are based upon parameters BASED ON CONSTRUCTION shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or DOCUMENTS AND OTHER TRENCO's customers file reference purpose only,and was not taken into account in the DATA SHALL NOT PREVENT preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, THE CODE OFFICIAL FROM the building designer should verify applicability of design parameters and properly REQUIRING THE CORRECTION incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. OF ERRORS. OSSC 105.4 Job Truss Truss Type Qty Ply SW 135th. K10159834 21-MM2325 A01 GABLE 1 2 Job Reference(optional) Precision Truss&Lumber,Inc., CLACKAMAS,OR-97015, 8.430 s Aug 16 2021 MiTek Industries,Inc. Mon Aug 23 11:10:55 2021 Page 1 ID:n_4ORjb39iP7zZwSZveGvvyl_RL-Y9DUDyDjdrWRo6oKCKEXkM UIXskhiXjgeFsneFyl_Lk -2-0-0 6-6-12 12-3-6 18-0-0 23-8-10 29-5-4 36-0-0 38-0-0 2-0-0 6-6-12 I 5-8-10 5-8-10 5-8-10 I 5-8-10 I 6-6-12 2-0-0 { Scale=1:64.8 5x5= 4.00 12 1.5x3 II 1.5x3 II 1.5x3 II 6 1.5x3 II 1.5x3 II 1.5x3 II �� 1.5x3 II 1.5x3 II 1.5x3 II 3x4 51 52 3x4 1 5x3 3x6 5 7 50 Ili 53 3x6 4x4 q - ,:> 1.5x3 11 p ' 1.6x3 II 49 = 1111\iiii....._ .,a8 4x49 5,-...-4 2x3 I�;2x4Al" II ��' 11111111111.— 2IIIIII���III x4II 10 2x3= 4x5 II1.2 r.� 4x5 12x3= �• m 1 Lai 203� -Itr 11Icn ''� 55 56 57 58 1559 60 61 82 14 13 63 64 65 12 66 67 68 69 \7 3x4=1.5X3 II 2x3 II 3x6= 3x4= 3x5= 2x4 II 3x8= 3x5= 1.5x3 I I 9-5-1 18-0-0 26-6-15 36-0-0 9-5-1 I 8-6-15 { 8-6-15 I 9-5-1 Plate Offsets(X,Y)— [3:0-1-4,0-2-0],[9:0-1-4,0-2-0],[16:0-1-8,0-0-8],[16:0-1-8,0-0-8],[17:0-2-4,0-1-12],[17:0-1-8,0-0-8],[19:0-1-8,0-0-8],[19:0-2-4,0-1-4],[20:0-1-8,0-0-8], [20:0-1-8,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.22 14 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.44 12-14 >991 180 TCDL 7.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.12 10 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-MR Weight:417 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Std*Except* 3-16,16-17,17-18,18-19,19-20,9-20:2x6 DF No.2 OTHERS 2x4 HF Std REACTIONS. (size) 2=0-5-8,10=0-5-8 Max Horz 2=128(LC 38) Max Uplift 2=-424(LC 10),10=-423(LC 11) Max Gray 2=2373(LC 1),10=2372(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5993/1132,3-5=-5184/873,5-6=-3445/698,6-7=-3445/699,7-9=-5186/874, 9-10=-5996/1133 BOT CHORD 2-15=-1010/5650,14-15=-676/4218,12-14=-654/4220,10-12=-989/5653 WEBS 6-14=-158/1750,7-14=-1408/327,7-12=-45/1129,9-12=-979/416,5-14=-1405/326, 5-15=-44/1129,3-15=-978/415 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: �� 4� PR Ores, � tSs Top chords connected as follows:2x4-1 row at 0-7-0 oc. Qi F Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. ��J "AGO NEF9 /,1 Webs connected as follows:2x4-1 row at 0-9-0 oc. V 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to �/ 9 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ., - 89200PE 3)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;Enclosed; • MWFRS(envelope)gable end zone and C-C Corner(3E)-2-0-0 to 1-7-3,Exterior(2N)1-7-3 to 18-0-0,Comer(3R)18-0-0 to 21-7-3, Exterior(2N)21-7-3 to 38-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces /.r &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 w 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ��" Gable End Details as applicable,or consult qualified building designer as per ANSUfPI 1. 'yG OREGON A 5)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat C;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.00 /Q ' 6)Unbalanced snow loads have been considered for this design. 9 Y i4 r 20 Ql,l 7)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs '11RR 10' V non-concurrent with other live loads. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. RENEWAL DATE:12-31-2021 10) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide August 23,2021 will fit between the bottom chord and any other members. AsimpamwmniN A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE ligl" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1?PI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 • Job Truss Truss Type Qty Ply SW 135th. • K10159834 21-MM2325 A01 GABLE 1 Job Reference(optional) Precision Truss&Lumber,Inc., CLACKAMAS,OR-97015, 8.430 s Aug 16 2021 MiTek Industries,Inc. Mon Aug 23 11:10:55 2021 Page 2 ID:n_40Rj b39i P7zZwSZveGvvyl_RL-Y9DU DyDjdrWRo6oKCKEXkMU IXskhiXjgeFsneFyl_Lk NOTES- 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 424 lb uplift at joint 2 and 423 lb uplift at joint 10. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)505 lb down and 301 lb up at 5-11-4,and 505 lb down and 301 lb up at 30-0-0 on top chord,and 77 lb down at 2-0-0,73 lb down at 4-0-0,73 lb down at 6-0-0,73 lb down at 8-0-0,73 lb down at 10-0-0,73 lb down at 12-0-0,73 lb down at 14-0-0,73 lb down at 16-0-0,73 lb down at 18-0-0,73 lb down at 20-0-0,73 lb down at 22-0-0,73 lb down at 24-0-0,73 lb down at 26-0-0,73 lb down at 28-0-0, 73 lb down at 30-0-0,and 73 lb down at 32-0-0,and 77 lb down at 34-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 14) Studding applied to ply:1(Front) LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=-64,6-11=-64,43-46=-20 Concentrated Loads(lb) Vert:13=-36(F)14=-36(F)49=-421(F)54=-421(F)55=-38(F)56=-36(F)57=-36(F)58=-36(F)59=-36(F)60=-36(F)61=-36(F)62=-36(F)63=-36(F)64=-36(F) 65=-36(F)66=-36(F)67=-36(F)68=-36(F)69=-38(F) a+' 1 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type -Qty Ply SW135th. K10159835 21-MM2325 A02 Common 19 1 Job Reference(optional) Precision Truss&Lumber,Inc., CLACKAMAS,OR-97015, 8,430 s Aug 16 2021 MiTek Industries,Inc. Mon Aug 23 11:10:56 2021 Page 1 ID:n_40Rjb39iP7zZwSZveGvvyl_RL-0LnsQHELO9eIQGNWm 1lmGZ1 RjG3uRrJgtvcKAhyl_Lj -2-0-0 6-6-12 12-3-6 18-0-0 23-8-10 29-5-4 36-0-0 38-0-0 2-0-0 6-6-12 j 5-8-10 5-8-10 5-8-10 5-8-10 I 6-6-12 2-0-0 Scale:3/16"=1 ' 5x5= 4.00 12 6 3x4 18 19 3x4 3x6 5 7 17 20 3x6 1.5x3 4 8 1.5x3 i 3 9 21 10 M t6 2 M _ 1 11 Ich d 4x5= 15 13 12 14 4x5= 3x4= 3x10 M18SHS= 3x4= 3x8= 9-5-1 18-0-0 26-6-15 36-0-0 9-5-1 I 8-6-15 8-6-15 j 9-5-1 Plate Offsets(X,Y)-- [2:0-2-13,Edge],[10:0-2-13,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.30 14 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.55 14-15 >773 180 M18SHS 220/195 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.16 10 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-R Weight:148 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Std REACTIONS. (size) 2=0-5-8,10=0-5-8 Max Horz 2=128(LC 18) Max Uplift 2=-473(LC 10),10=-473(LC 11) Max Gray 2=1635(LC 1),10=1635(LC 1) ' FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3770/1042,3-5=-3405/920,5-6=-2404/741,6-7=-2404/741,7-9=-3405/919, 9-10=-3770/1042 BOT CHORD 2-15=-889/3502,14-15=-677/2880,12-14=-693/2880,10-12=-905/3502 WEBS 6-14=-240/1109,7-14=-988/327,7-12=-52/528,9-12=-405/264,5-14=-988/326, 5-15=-51/528,3-15=-405/264 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-2-0-0 to 1-7-3,Interior(1)1-7-3 to 18-0-0,Exterior(2R)18-0-0 to 21-7-3, Interior(1)21-7-3 to 38-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 aE0 PROPe 1 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat C;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.00 ,��(,`~ Fss 3)Unbalanced snow loads have been considered for this design. Cj G�G►NE /QA 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs la v 9 -Y non-concurrent with other live loads. -9 5)All plates are MT20 plates unless otherwise indicated. �' 89200PE v 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. • 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 473 lb uplift at joint 2 and 473 lb uplift at 4 •JIIIF ° • joint 10. 410REGON �� 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 7 4. <O q)'14 20 P4 McRRILk- RENEWAL DATE:12-31-2021 August 23,2021 i l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. regi° Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 1 . Job Truss Truss Type Qty Ply SW 135th. K10159836 21-MM2325 A03 Common Structural Gable 1 1 Job Reference(optional) Precision Truss&Lumber,Inc., CLACKAMAS,OR-97015, 8.430 s Aug 16 2021 MiTek Industries,Inc. Mon Aug 23 11:11:00 2021 Page 1 ID:n40Rjb39iP7zZwSZveGvvyl_RL-v70NGfHsS N8jvthH?tpiRPC7itRgNflPoXaYJSyi_Lf 2-0-0 6-6-12 12-3-6 18-0-0 23-_8-10 29-5-4 36-0-0 38-0-0 2-0-0 6 5-12 1 5-8-10 5-8-10 5-8-10 5-8-10 I 6-6-12 2-0-0 I Scale:3/16"=1' 5x5= 4.00 I12 6 3x4 72 73 3x4 5x5 II 71 5 7 74 5x5 II q 8 9 3 70 75 2 10 1 // o a ® 0 0 0 o It C CI m 10 6 d p 6 ,r 1Io d V 4x5= 15 14 13 12 4x5= 3x4= 3x10 M18SHS= 3x4-- 3 x 8= 9-5-1 18-0-0 26-6-15 36-0-0 9-5-1 8-6-15 I 8-6-15 I 9-5-1 Plate Offsets(X,Y)— [2:0-2-13,Edge],[4:0-2-12,0-2-8],[8:0-2-12,0.2-8],[10:0-2-13,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.30 14 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.55 14-15 >773 180 M1SSHS 220/195 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.16 10 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-R Weight:223 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Std OTHERS 2x4 HF Std REACTIONS. (size) 2=0-5-8,10=0-5-8 Max Horz 2=128(LC 18) Max Uplift 2=-473(LC 10),10=473(LC 11) Max Gray 2=1635(LC 1),10=1635(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3770/1042,3-5=-3405/920,5-6=-2404/741,6-7=-2404/741,7-9=-3405/919, 9-10=-3770/1042 . BOT CHORD 2-15=-889/3502,14-15=-677/2880,12-14=-693/2880,10-12=-905/3502 WEBS 6-14=-240/1109,7-14=-988/327,7-12=-52/528,9-12=-405/264,5-14=-988/326, 5-15=-51/528,3-15=-405/264 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.It;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-2-0-0 to 1-7-3,Interior(1)1-7-3 to 18-0-0,Exterior(2R)18-0-0 to 21-7-3, p Interior(1)21-7-3 to 38-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& CC FJfI MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �4D OFFS 2)Truss Gable Endgned Deta Details aslnd loads in applicable,orecolane of the nsult qualifiedss only. For studs exposed to wind build building designer as per ANSUTPII normal to the face),see Standard Industry ,S? !_`OI(vE.�tS./ 3)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat C;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.00 V` v� 4)Unbalanced snow loads have been considered for this design. �' 89200PE T 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x3 MT20 unless otherwise indicated. 8)Gable studs spaced at 1 4-0 oc. OREGON L` Kt 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �" 10)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide G'Q 4,Ai Y 14 20\� will fit between the bottom chord and any other members, lei 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 473 lb uplift at joint 2 and 473 lb uplift MF at joint 10. R R 11- 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. RENEWAL DATE:12-31-2021 August 23,2021 t A WARNING-Veify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. lit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPlf Quality Cr feria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Oty Ply SW 135th. K10159837 21-MM2325 A04 Common Supported Gable 1 1 Job Reference(optional) Precision Truss&Lumber,Inc., CLACKAMAS,OR-97015, 8.430 s Aug 16 2021 MiTek Industries,Inc. Mon Aug 23 11:11:02 2021 Page 1 ID:n 40Rjb39iP7zZwSZveGvvyl RL-rV87hLJ6_?OR8Bgg6IsAWgHXNgHprn7iFr3eOLyl_Ld -2-0-0 18-0-0 36-0-0 38-0-0 2-0-0 I 18-0-0 18-0-0 1 2-0-0 Scale:3/16"=1' ii 5x5= 4.00 DT 13 14 15 52 Itl 16 11 17 54 5x5 II 5� 10 i 16 19 5x5 II g 20 55 7 21 14 6 t:'. ,44 122 23 2 _ _ 4 24 y aed" M2� 26 .,1 ,•_ 27Ioi a -i'�yv Pi�v• v 174•7i, Q�:744994wG�:K4W4�A99 9AOOAd7� A9A%7i4 �i�4 •7..47 ytiG�aR�!�/Wear !a:r% 'y C4!�Ay` d 3x5= 3x5= 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x6= I 36-0-0 36-0-0 Plate Offsets(X,Y)— [7:0-2-12,0-2-8],[21:0-2-12,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) 0.02 27 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) 0.02 27 n/r 90 TCDL 7.0 Rep Stress Ina YES WB 0.08 Horz(CT) 0.01 26 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-R Weight:192 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Std REACTIONS. All bearings 36-0-0. (Ib)- Max Horz 2=128(LC 18) Max Uplift All uplift 100 lb or less at joint(s)41,42,43,44,45,46,47,48,49,50,51,39,37,36,35,34, 33,32,31,30,29,28 except 2=-148(LC 10),26=-164(LC 11) Max Gray All reactions 250 lb or less at joint(s)40,41,42,43,44,45,46,47,48,49,50,51,39,37,36, 35,34,33,32,31,30,29,28 except 2=368(LC 20),26=368(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3E)-2-0-0 to 1-7-3,Exterior(2N)1-7-3 to 18-0-0,Corner(3R)18-0-0 to 21-7-3, Exterior(2N)21-7-3 to 38-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat C;Partially Exp.;Ce=1_0;Cs=1.00;Ct=1.00 �� 3 PROPto 4)Unbalanced snow loads have been considered for this design. PE 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��y !taGI NFF� to non-concurrent with other live loads. V 6)All plates are 1.5x3 MT20 unless otherwise indicated. <C/ "9 7)Gable requires continuous bottom chord bearing. 89200PE 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • will fit between the bottom chord and any other members. • �c" 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)41,42,43,44, C) �OREGON A. 45,46,47,48,49,50,51,39,37,36,35,34,33,32,31,30,29,28 except(jt=lb)2=148,26=164. ) 4. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI / a 4Y14 20'eiQ- ll'FRR i LA- RENEWAL DATE:12-31-2021 August 23,2021 Aft,, , c:_r r, :_i pa, -_a,,1 READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. " Design valid for use only with MiTek0i connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply SW 135th. K10159838 21-MM2325 JA01 Jack-Open 2 1 Job Reference(optional) Precision Truss&Lumber,Inc., CLACKAMAS,OR-97015, 8.430 s Aug 16 2021 MiTek Industries,Inc. Mon Aug 23 11:11:03 2021 Page 1 ID:n_40Rjb39i P7zZwSZveGvvyl_RL-Jii VuhKkll Wlm LPsg?NP22gho4bOaFfsUVoCwnyl_Lc -2-0-0 1-10-3 2-0-0 1-10-3 Scale=1:15.3 4.00 12 5 2 � to 1 6 7 4 3x4= 5-11-4 5-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 Vert(CT) -0.12 2-4 >577 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-P Weight:14 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-3 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=66(LC 10) Max Uplift 3=-121(LC 20),2=-163(LC 10) Max Gray 3=29(LC 10),2=441(LC 21),4=117(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 1-10-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat C;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.00 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `aac D PR 0470 7)Refer to girder(s)for truss to truss connections. C* F 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �\C�� ! �SjO 3=121,2=163. V! A_ 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)7 lb down at 2-0-0,and 7 lb 89200PE v down at 4-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. • 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard �'" 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 OREGON tt` Uniform Loads(plf) t As Vert:1-3=-64,2-4=-20 /6 4 Y 14 2Q RRIO- RENEWAL DATE:12-31-2021 August 23,2021 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 11110111111111, Job Truss Truss Type Oty Ply SW 135th. K10159839 21-MM2325 JA02 Jack-Open 2 1 Job Reference(optional) Precision Truss&Lumber,Inc., CLACKAMAS,OR-97015, 8.430 s Aug 16 2021 MiTek Industries,Inc. Mon Aug 23 11:11:04 2021 Page 1 ID:n_40Rjb39iP7zZwSZveGvvyl_RL-nuGu61KNWce9NU_3EjuebFMsvUx Jiu?j8YISEyI_Lb -2-0-0 3-10-3 2-0-0 3-10-3 Scale=1:15.1 3 4.00 12 6 2 5 to 1 4 3x4= 5-11-4 5-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.05 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.11 2-4 >635 180 TCDL 7.0 Rep Stress!nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BOLL 0.0 Code IBC2018/TPI2014 Matrix-P Weight:17 lb FT=0% BCDL 10.0 g LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=95(LC 10) Max Uplift 3=-55(LC 20),2=-172(LC 10) Max Gray 3=105(LC 21),2=513(LC 21),4=113(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 3-9-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat C;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.00 3)Unbalanced snow toads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0.5) PR aaCA 7)Refer to girder(s)for truss to truss connections. `V 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) CJ• `GI NE,t. SRO 2. 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 89200PEfo 411. •Or -�G � tit OREGON ��' <OM 14,2 v RRII.�- RENEWAL DATE:12-31-2021 August 23,2021 ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIl Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply SW 135th. K10159840 21-MM2325 JA03 Jack-Open 13 1 Job Reference(optional) Precision Truss&Lumber,Inc., CLACKAMAS,OR-97015, 8.430 s Aug 16 2021 MiTek Industries,Inc. Mon Aug 23 11:11:04 2021 Page 1 ID:n_40Rjb39iP7zZwSZveGvvyl RL-nuGu61KNWce9NU_3EjuebFMpWUx_Jiu?j8YISEyl_Lb -2-0-0 5-11-4 2-0-0 ( 5-11-4 Scale=1:14.9 3 4.00 12 st 7 6 2 5 ! 1 _ 1 4 3x4= 5-11-4 5-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.05 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.11 2-4 >635 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-P Weight:20 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=126(LC 10) Max Uplift 3=-103(LC 14),2=-190(LC 10) Max Gray 3=240(LC 21),2=555(LC 21),4=113(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 5-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat C;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.00 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �D PR O� n 7)Refer to girder(s)for truss to truss connections. G c 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) C` '`GI NE lr/ 3=103,2=190. c) E9 DA_ 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �C/ -f7 8200PE far G4/OREGON ..1),14 20 *" MRR10- RENEWAL DATE:12-31-2021 August 23,2021 t 0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. ^ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply SW 135th. K10159841 21-MM2325 JAS01 Jack-Open 2 1 Job Reference(optional) Precision Truss&Lumber,Inc., CLACKAMAS,OR-97015, 8.430 s Aug 16 2021 MiTek Industries,Inc. Mon Aug 23 11:11:05 2021 Page 1 ID:n_40Rjb39iP7zZwSZveGwyl_RL-F4gGJM L?Hwm0?eZFnQPt8Tv0luMv2989xoHJ?gyl_La -2-0-0 ( 1-10-3 2-0-0 1-10-3 Scale=1:8.3 3 5 4.00 12 2 4 1 3x4 1-11-4 1-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-P Weight:8 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-3 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=66(LC 10) Max Uplift 3=-121(LC 20),2=-186(LC 10) Max Gray 3=29(LC 10),2=402(LC 21),4=38(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 1-10-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat C;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.00 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. G �D PRO n 7)Refer to girder(s)for truss to truss connections. c`� F • tr 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 3=121,2=186. 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 89200PE 7 � �OREGON CC /Q M 1'14 20\bi RILt- RENEWAL DATE:12-31-2021 August 23,2021 O.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE 1- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not •a truss system.Before use,the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei( is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply SW 135th. K10159842 21-MM2325 JAS02 Jack-Open 2 1 Job Reference(optional) Precision Truss&Lumber,Inc., CLACKAMAS,OR-97015, 8.430 s Aug 16 2021 MiTek Industries,Inc. Mon Aug 23 11:11:06 2021 Page 1 ID:n_40Rjb39i P7zZwSZveGvvyl_RL-jGNeWtMd2Dutdo8RL8w6ggSCali8ncOIAS 1 sX6yl_LZ -2-0-0 1-11-4 3-10-3 2-0-0 1-11-4 1-10-15 Scale=1:11.7 3 M / d 4.00 HT M M 6 O t+J 2 5 1 3x4= 4 1-11-4 1-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 • Code IBC2018/TP12014 Matrix-P Weight:11 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-5-8,4=Mechanical Max Horz 2=95(LC 10) Max Uplift 3=-58(LC 14),2=-182(LC 10) Max Gray 3=127(LC 21),2=453(LC 21),4=38(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vutt=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 3-9-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat C;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.00 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. CQ cD PR n� 7)Refer to girder(s)for truss to truss connections. C� PRO pets. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=Ib) �CO� !`GIN G.• s4O 2=182. V` 'T "y 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -4 -37 89200PE r -7 OREGON D� ��� EOM Y14 26‘ e)Q ERRi�L RENEWAL DATE:12-31-2021 August 23,2021 • • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s „ I 6-4-8 I Failure to Follow Could CauseP ert 1 /4 Center plate on joint unless x,y dimensions shown in ft-in-sixteenths ro p y offsets are indicated. (Drawings not to scale) Damage or Personal Injury NMI Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system,e.g. NIA IL Apply plates to both sides of truss 1 2 3 diagonal or X-bracing,is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 1.111111331%0-�1fi mlde ay r qusre brae9gnor idealaateral ve Toraces themselves bracing should be considered. 3. Never exceed the design loading shown and never iIii d stack materials on inadequately braced trusses. d U 4. Provide copies of this truss design to the building O designer,erection supervisor,property owner and For 4 x 2 orientation,locate c7-e cs-7 c5-6 I- all other interested parties. plates 0- '+s'from outside BOTTOM CHORDS 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSUrPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from Connector plates. THE LEFT. the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted,moisture content of lumber software or upon request. NUMBERS/LETTERS. shall not exceed 1 s%at time of fabrication. 9. Unless expressly noted,this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: 10.Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 11.Plate type,size,orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the 13.Top chords must be sheathed or purlins provided at by text in the bracing section of the truss unless otherwise shown. spacing indicated on design. output. Use T or I bracing 14.Bottom chords require lateral bracing at 10 ft.spacing, if indicated. Lumber design values are in accordance with ANSI/TPI 1 or less,if no ceiling is installed,unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. 15.Connections not shown are the responsibility of others. I 16.Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved *IMO reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ill = number whereoccur. __ 18.Use of green or treated lumber may pose unacceptable `� Min size shown is is foror crushing Only. environmental,health or performance risks.Consult with `i project engineer before use. Industry Standards: Mr 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone ANSI/TP11: National Design Specification for Metal is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. 8 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/rPl 1 Quality Criteria. Guide to Good Practice for Handling, MiTek 21.The design does not take into account any dynamic Installing&Bracing of Metal Plate or other loads other than those expressly stated. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.5/19/2020 RECEIVED 36-00-00 / SEP 0 8 ZO2 '56CITY OF TIGARD \ q o 4 o A o 4 nJA0.(13)4 4 4 ° o d i, ILQING DIVISI01 JA8C 1 'J 4Ss1 Y'_ ASC2 ' ' _ JA512 a - __ -- - N N _ .. la- O o A j it-.:.. A03 p o O O O I Or- NJ f> o O O O O O O O D • s- \ A04 _ —.d--'�- \ Client: PuroClean Restoration Services Plan : SW 135th. Project # Sales : Mike Merriman 21-MM2325 PRECISION TRUSS&LUMBER 11550 5t Jennifer St Site : Lot : Clackamas, OR 97015 (503) 656-2983 Pitch: 4 /12 (503) 656-2647 Date: 8/23/2021 Overhang: 24" Trim