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0 2(4c1 1 13 8c) C ret rooho� CEIVED „in! OCT 2 3�/?2�01�4 MiTek a CITY(*TIGARD MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: Tigard_Addition Tigard Job The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1111236 thru K1111237 My license renewal date for the state of Oregon is December 31,2015. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. \`\ E� �NGI .q (Si 89200PE Cr. 74. ,�OREGON t, �O 9y 14, MFRRILL pXP 2f31/?�15� October 17,2014 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. If e job Truss Truss Type Qty Ply Tigard Job 1(1111236 i TIGARD_ADDITION Al COMMON 10 1 Columbia Care Job Job Reference(optional) Padfic Lumber&Truss, Beaverton.OR 97005 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Oct 17 15,5926 2014 Page 1 I D:u 7BPdkoBOBpCOQ 1 wnBMC 1 Qyagm X-CtHg02mUOrgyQH6bY0x9m3y4oeipzgGkUs8IN iySS?? -1-6-0 6-0-19 I 9-0-0 11-11-6 18-0-0 19-6-0 1-6-0 6-0-10 2-11-6 2-11-6 6-0-10 1-6-0 Scale=1:34.5 454 = 4 ei 1 114\\ 1x4 '2 6.00 • 5 10 3 11 • \ 12 9 \ ,, / % 6 df --- - - -- --- M OM a ►� 3x4= 3x4 = 3x8 9-0-0 18.60 • 9-0-0 9-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.10 6-8 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.49 Vert(TL) -0.26 6-8 >795 180 TCDL 7.0 Rep Stress lncr YES WB 0.28 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 • BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No 18Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1 ■Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=847/0-5-8 (min.0-1-8),6=847/0-5-8 (min.0-1-8) Max Horz 2=62(LC 13) Max Uplift2=-42(LC 14),6=-42(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-1146/50,9-10=-1067/69,3-10=-976/70,3-4=-882/55,4-5=-882/55,5-11=-976/70. 11-12=-1067/69,6-12=-1146/50 BOT CHORD 2-8=0/944,6-8=-6/94-4 WEBS 4-8=-3/634,5-8=-347/102,3-8=-347/102 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 9-0-0,Exterior(2)9-0-0 to 12-0-11 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 C 3)Unbalanced snow loads have been considered for this design. <c\~O PR°FFs 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �\�"` �NG I N E�9 S'�O 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. 9 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 Q -9200PE fit between the bottom chord and any other members 7)One RT3 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 6.This connection is for uplift only and does not consider lateral forces. ,' 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • Q 9)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. "y` A_OREGON A� /O �� 14. 2`1 P+ MFRRILA- c5 EXPIRES: 12/31/2015 October 17,2014 r • A leA4If1ISi-WO,de9g.1/aAnefg3 sod IitAI M,SLY UM 111,S AMU II&LW W MI rtn Mk 1.65652 IAA L,-,4:1155 1/15/aa.41RttI6IAG � Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regording fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/RII Qudity Criteria,DSS-89 and SCSI building Component 14515 N Outer Forty,Suite#300 Solely inter aeon available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Chesterfield.MO 63017 M Southern Pine 15P1 tomb.,is specified.the eer,5n values rte those effective 06/01/2013 bt ALSC i it Job Truss •Truss Type Qty Ply Tigard Job TIGARD ADDITION AGE `GABLE 2 1 Columbia Care JOb 10111237 Job Reference(optional) _ J Pacific Lumber&Truss, Beevertm,OR 97005 7 530 s Jul 11 2014 MiTek Industries,Inc. Fri Od 17 15:5927 2014 Page 1 ID:u?BPdkoBOBpCOQ1 wnBMC1 QyagmX-g3g2DOm7m9op1 Rgn6kSOIHUGx295iLHujWtiv9ySS?_ -1-6-0 9-0-0 19,0-0_ - 19-6-0 1-6-0 9-0-0 9-0-0 1-6-0 Scale=1:34.5 4x4 8 7 ... 9 i 6-00 12 8 10 90 31 26 i 5 11 4 s 12 v • 3 ■ i 13 r 32 i i 2 "@ @ 6 6 E @ H 9 @ @ 14 '\ AI .� 15 10 cii 3x4 - 26 25 24 23 22 21 20 19 18 17 16 3x4= 18-0-0 X94_ LOADING(psf) SPACING- 2-0-0 CSI. DE FL in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) 0.00 14 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 15 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer • Installation guide. REACTIONS. All bearings 18-0-0. lib)- Max Horz 20-62(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,14,22,23,24,25,20,19,18,17 ' Max Gray All reactions 250 lb or less at joint(s)2,14,21,22,23,24,25,26,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Dpsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 9-0-0,Comer(3)9-0-0 to 12-0-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 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 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp 8;Partially Exp.;Ct=1.1 4)Unbalanced h ru has snow loads have been considered min for roof this design. ��_ O P R OFFS, 5)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs E non-concurrent with other live loads. INS 9 /O 6)All plates are 1x4 MT20 unless otherwise indicated. �� 0,‘G F 7)Gable requires continuous bottom chord bearing 2 8)Gable studs spaced at 1-4-0 oc. �" 89200PE fir- 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. 11)One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2,14,22,23,24,25,20,19,18,and 17.This connection is for uplift only and does not consider lateral forces OREGON �(// 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �LJ aft' k 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 470'74 1' 1 4120 te•# /11ERRI LA_ _ EXPIRES: 12/31/2015 October 17,2014 1 1 A 840u 1-bear!rasp ossaemrs Bed/WV AC nsuu utsx w l*1Ww MI MB IettlI I2 PAR si,-, :l lie 1/44.0.4 tumult ter • I Design valid for use only with AMTek connectors.This design is based only upon poameters shown,and is for on individual building component. 11111 Applicabiity of design parameters and proper incorporation of component is responsibility of bulling designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/R11 Quality Criteria.DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 it So urh ern Pine 15P;tumbyd is specified.the design•alues ax those effective OG/Ol/2013 by ALSf Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury raMDimensions are in ft-in-sixteenths. 114046. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'/16„ 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ ., p bracing should be considered. ac ■_� O 3. Never exceed the design loading shown and never o �� aU stack materials on inadequately braced trusses. OF o 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7. .-7 • I— designer,erection supervisor,property owner and plates 0 'ne from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1,ESR-1352,ESR1988 responsibility of truss fabrcator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to Slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ,-.4'4 Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 41■•i=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. I __4 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a x is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, FVI ITe k ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Cgnnectecl,Wood Trusses. MiTek Engineering Reference Sheet:MV-7473 rey.01/29/2013