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Plans (82) C\015 i QC`a- 001 :3 W C Q c\kl ea4t c-k .. Qx CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED ri CONFORMS TO DESIGN CONCEPT WITH NON-CONFORMING-REVISE&RESUBMIT REVISIONS AS SHOWN CHIS SHOP DR.AIMNG HAS BEEN REVIEWED FOR GENERAL CONFORMANCE J/•V E NON-CONFORMING-REVISE AND RESUBMIT 414TH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORNENDOR OF RESPC-JSIBIUIY FOR CONFORMANCE OATH DESIGN DRAONGS,SPECIFICATIONS,AND ARPLICABLE CODES,ALL OF PNICH HAVE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE PRH3RITY OVER THIS S PCRA1aNG WITH THE DESIGN CONCEPT ON Y AND DOES NOT RELIEVE THE By Alexia Fukui Date 9/22/14 FABRICATOR/VENDOR OF RESPO SIBILITY FOR CONFORMANCE WITH THE MILBRANDT ARCHITECTS DESIGN DRAWINGS AND SPECIFICATIONS ALL OF B ICH HAVE PRIORITY V 16'-6 OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS, 1 By: Todd R. Eaton Date: September 19, 2014 Tom___, C4 CT ENGINEERING INC T_ N11\ \ \\.1\\8 ` . 1 - 8.12 § Nr ttt 8:12 C2(11) Cl 1 0 :1Z B�:12 12 Al b 6:12 '� W e• GARAGE D1 14,-2' I- 11'x' h • 2S�'I 17'4112' 'I ©Copyright CompuTrus Inc.2006 BUILDER: - ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 TRUSSPLACEMENT ONLY.REFER TO CALCULATIONS PROJECT TITLE: REVISION-I: ENGINEERED STRUCTURAL�1 DRAWINGS FOR ALL FURTHERPLAN JB INNER ENGI N BUILDINGPaallifi t DESIGNER/ENGINEER ORECORD ' UM er PLAN. DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 3-B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO Cit T R U S COMPANY REVIEW ANDDAPPROVE ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek® MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly 2, avid Baxter, P.E., S.E. Sr. Structural Engineer ti„t0 PRQp MiTek USA co � NGINFF sip�v DB (t' =9200PE• ,rG OREGON\� tU /OXY 14, 2-° 0"-• 12/06/2017 ERRILL EXPIRES: 12-31-2019 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 19_U P Fax 916/676-1909 3B 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:R41832580 thru R41832590 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. \kEp P R UFe , tyGINEFsip4.1s 870 2PE N # y (<) OREGON cfQ , 9O � EIER •O' `0 0`S A. HO; EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos 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. ..... mili„ MiTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 19_U P Fax 916/676-1909 3B 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:R41832580 thru R41832590 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,*TONIO (30. cioNTAsAth '% r °' \.�, 4963j,�kd ' GISTr April 22,2014 Hernandez,Marcos 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. Job Truss Truss Type Qty Ply 38 R41832580 PL14-119_UP F01 Floor 17 1 Job Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014MITTelt Industries,Inc. Mon Apr 21 15:41:04 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-56BGEXseHTkmRQM5zY0yovnQnByVx5h?SixgeVBzOQRz 1 2-6-0 I 10-10-2 ii 1-2-0 ii 0-11-2 1 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 /s21 •e N �- / a a/ �`O • O 0114............. N p- . p . 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4= 12-6-2 I 11-4-2 10-11-21 I 18-9-12 I 114-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIO 11_6,, TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-3689/0,6-7=-3386/0,7-8=2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 ©$ +v WASjp> 'r WEBS 2-17=1913/0,2-16=0/1299,4-16=-660/0,4-15=57/292,5-15=281/0,6-15=-62/602,9-11=1916/0,9-12=0/1262, , 0� 7-12=756/0 x NOTE3 - N 1)Unbalanced floor live loads have been considered for this design. 4' 2)Refer to girder(s)for truss to truss connections. 1, r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �0 ',�+c ST,s/.- ,t, be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard °IONA', '' <�F,ct PR0/C4- 870 2PE 02 �Ais OREGO :o 41\1 gO0 1l&ER \' Ii A. Heb EXPIRES:06/30/2015 April 22,2014 s r A WARNING-Veriff design garametrsand READ!MESON THIS AND INCLUDED MITEKREFEREN PAGE ldtf-7433ts 1/29/20148EFOREDSI Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. l Applicability of design parameters and proper incorporation of component is responsibility of building 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 A/I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MTeE�*! !4 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern.Pirre 15111)tssmbar is apectfsexl,the design value5 axe those effective 06/01/2013 its AL3 Job Truss Truss Type Qty Ply 3B R41832581 PL14-119_UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:06 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-1 UJOfDuup4_UhkVT4z2OtKspB?L1 ZhZ19E9kZ4zOQRx I 2-60 1 1-9-8 1 1 1-2-0 11 1-6-0 11 1-1-12 1 1 2-5-8 11�_1 I- 2-0-8 1 1-40 1 Scale=1:37.5 1.5x3 II 1.5x3 II 1.553 II 3x6= 1.553 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 NV,--! e e ` l cl o e e' WI .e 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 II 3x8= 3x6 = 12-7-4 I 8-8-12 I 11-5-4I 174-12 I 71-5-12 I 8-8-12 2-8-87-0b-7-02-0-41 4.9-8 4-1-0 Plate Offsets(X,Y): 14:0-1-8,Edael,17:0-1-8,Edgel,116:0-1-8,Edgel,122:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-5-8,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) o'IONIo ./.t6,' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ©4 +� *ASA„ 4 TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=-468/0,8-9=-468/0, G mo, ,„ W0 � 9-10=0/571,10-11=0/571,11-12=0/566 ' 1�r Q 6 BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, co (.+ 1, 1 15-16=-22/297,14-15=-286/61 WEBS 6-19-504/0,2-23=-705/0,4-20-540/0,6-20=0/535,7-19=-642/0,9-15=821/0, 12-14=-66/308,12-15=-457/0 rl�� 49639 �� NOTES Q, . GIS7` "ice 1)Unbalanced floor live loads have been considered for this design. , + G, 2)All plates are 3x4 MT20 unless otherwise indicated. �+$'/O1rI AL ' 3)Refer to girder(s)for truss to truss connections. 4)Provide-mechanical cormeutiorr(by others)-of-truss-to-bearitry plat.r.apallo rf withstanding 100 lb uplifat-joiid(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-l0d(0.131"X 3")nails. Strongbacks to c[} PR os,, be attached to walls at their outer ends or restrained by other means. S 7)CAUTION,Do not erect truss backwards. ,-N ��G)N E�9 cSjO2- LOAD CASE(S) Standard 9 87022P J r" . 4cV y '$, OR GON ,� 9O BER 11 ©S A. HER1 EXPIRES:06/30/2015 April 22,2014 t e ® WARNING-Voltf design par metrs and READ MI€SON THIS AND rrriauu€D HUNK REF€R€fdI PAG€1411-7473 res 1/29/2014 DE'ORE USE �� Design valid for use only with M7ek 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 building 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 � k6 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualty Criteria,DSB-89 and BCSI Buiding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 LfS setts xrs FYreelSP}issmises is apeslfred,the design valisesape these effective O6/01J2OL5 b5ALSC Job Truss Truss Type Qty Ply 3B PL14-119 UP F03 R41832582 Floor 5 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:41:07 2014 Page 1 ID:SygD?CTgSFZSJSNcS 1 ttIDzR3Xv-VhtOtZvWa06LIu4gegafQXpz40jz19buOuu16WzOQRw 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 1 1 1-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 II 1 2 ® 3 4 5 6 7 o e o T I e. N o ° _ �I e o L 1 11 10 9 8 3x4= 1.5x3 I I 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 1 3 3 4 1 3-10 4 II II 8-7-12 8Q-� 12- 0 I 2-8-4 0-711 0-7-0 0-Y$ 4-8-0 0-l- 3-11-12 Plate Offsets(X,Y): f2:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) 0N10 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 ©" Q�Yt�A$ '+ BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 �,„;+ /f'�" x d WEBS 2-12=-610/0,4-9=841/0,6-8=-123/255,6-9=-444/0 - ...., z, COt NOTES t' 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. --d� 49639 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. w' 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. ' ==ST .= 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to4'ZNAL0S be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 0PR°FA. rw 2 8 ! 2PE 9t / y 'tj„ OREGO 2?"' W �k A. HECk EXPIRES:06/30/2015 April 22,2014 aA fNARNIAG-Verify design parametrs and READ NATES ON THIS AND INCLUDED KIRK REFERENa PAGE MII-7413 sec 1,129/2014IMREUSE �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. I Applicability of design parameters and proper incorporation of component is responsibility of building 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 i erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/SPl1 Quaky Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 ff St?rotr.Pine MI is spe ified,the design values are these effective O6/02/20€13 by ALSC ¢u Job Truss Truss Type Qty Ply 3B R41832583 PL14-119_UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID SygD?CTciSFZSjSNcS 1 ttIDzR3Xv-ztRn4w8LhFCw1 fsCO5uylx86o2X1 cal dYereyzOQRv I 2.6-0 I 0-8-4 II 1-2-12 1 1 1-6-0 I I 1-2-0 I I 1-4-4 I 1-3-0 I Scale=1:18.3 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 11 1 2 3 3x6= 4 5 6 7 8 e o ® o o \ 7 o o N 14i . 12 11 10 3x4= 9 3x5= 1.5x3 I I 3x4= 3x6= 3x4= I 3-2-8 I 10-6-12 I 3-2-8 7-4-4 Plate Offsets(X,YI: 15:0-1-8,Edoel,f10:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Uplift 14=19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) 0ONIQ r,_ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. riv WA�SIr, TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 +.2 1� �� 1- -v BOT CHORD 12-13=-260/0,11-12=0/429,10-11=0/429,9-10=0/291 {, p , x WEBS 3-13=-330/0,2-13=-306/0,5-12=-286/0,3-12=0/470,7-9=-372/0 Z G3 7 NOTES47 1)Unbalanced floor live loads have been considered for this design. rO Lt" r� 2)Refer to girder(s)for truss to truss connections. + 49639 j,,,,4 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 0 <'GIS'1`05, 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \ 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to S,si be attached to walls at their outer ends or restrained by other means. 6)CAUTION$O>'mt erect truss backwards.-- LOAD ackwardsLOAD CASE(S) Standard N. NG PR ssD 4, '19 87022P, c fi'ai OR GON 4/ O 9C'el )1 ER 1' P' S ,� NSR EXPIRES:06/30/2015 April 22,2014 i A WARNTM -Verfy design parameters and READ NOTES ON THIS AND IMZI!DED MITES REFEREM'E PAGE M11-7473 Mc i/291291/9EHJREUSE 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 building designer-not truss designer.Bracing shown lill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p� �g�° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !YI R fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely if Southern Paine OP}ixor frac is upeu ltd,tile design Institute, are thase affective 064112015 by Ala4. Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply 3B PL14-119_UP F05 FLOOR 841832584 4 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(Optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-ztRn4w8LhFCw1 fsCOSuylx4doyH1 a31 dYereyzOORv I 2-3.12 1 1 1-2-0 1 1 1-0-0 1 2-6-0 Scale=1:21.9 1.5x3 I I 3x4= 1.553 I I 3x4= 1.5x3 I1 3x4= 1.5x3 1 2 3 e 4 5 6 7 o a a O ‘- 11Ill - -A/ _.„,_ r N N o° a -I 0 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 12-7-4 I Plate Offsets(X,Y): 12:0-1-8,Edae],f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1204/0,34=1204/0,4-5=1646/0,5-6=-1646/0 corp Ar BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 d wAsr '�l WEBS 3-10=0/263,2-12=1310/0,6-8=1198/0,6-9=0/579,4-10=-545/0 NOTES Ir rj .., o 1)Unbalanced floor live loads have been considered for this design. . 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. l 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "1: 47 ..._,),k- be attached to walls at their outer ends or restrained by other means. , 49639, 4i a, Gist " LOAD CASE(S) Standard � �� -IONAL B EdPROPes c.� �laC'1NF `��O Q 87022PE yr 0 try fi'Oi OREG N ct�'©O O "w$ER11 © A HER S EXPIRES:06/30/2015 April 22,2014 e WARNING-Verify deign karme rs and READ NOTES ON THIS AN 'AMIDE!)MUER REFEREf2 PAGE WI-7473 MR 42512014 STORE USE MIMI 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 building designer-not truss designer.Bracing shown to is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mitek` fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/MI Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 if Southern Pine)SP]lumber Is spacf red,the design verities are shale effec27ve 04/111/21213 be ALSO Job Truss Truss Type Qty Ply 3B R41832585 PL14-119_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:10 2014 Page 1 ID:SygD?CTgSFZSjSNcSl ttlDzR3Xv-wGZXVaxPtJVw9LpFJp7M 1 Al UfcjZVXGK4s7yirzOQRt I 2-6-0 1 0-9-8 1 1 1-2-0 I I 0.9-4 1 2-0-0 I I 2-5-8 I I 1-2-0 1 1 1-11-0 I Scale:1/Z"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 o • 0 0 0 e _ 2 \ —il 111444400440004404. ___ 00000000000..01111.1o a` e � i16 15 14 12 11 3x8= 1.5x3 II 1.5x3 II I 3-6-8 1 4-1-8 1 4-8-8 1 7-8-12 I 10-5-4 111-0-4 111-7-4 I 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edgel.[8:0-1-8,Edgel.114:0-1-8,Edge1.115:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=307/Mechanical,13=670/0-3-8 (min.0-1-8),10=223/0-2-4 (min.0-1-8) Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) 010N10 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=-570/0,7-8=-314/0 (' (}� BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 �. �✓ :::5,91::::4 WEBS 2-16=612/0,5-13=-595/0,5-14=0/291,7-13=-488/0,8-10=-353/0 `t NOTES1 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. y3)Refer to girder(s)for truss to truss connections. +{+ � 3g4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. D, � �XSTER5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \\...,_6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 40NALVbe attached to walls at their outer ends or restrained by other means.7)CAUTION;Do-n tereet-trans-backwards: LOAD CASE(S) Standard ��GQ' � PRQs z 23.. tiNG(N��'� /6..A. -57 `r 87022P, f' fi N y A)), ORGON 2`�4t/ 0 ©S, A. HE?,`P EXPIRES:06/30/2015 April 22,2014 t A WARNING-Verity design yaraenelPrs sod READ NOTES ON THIS AND MUDDED 14TTEI(REFERErda PAGE t411-1473 rex 1/29/2014 BFFOREt1SE 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 building designer-not truss designer.Bracing shown 1111 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 fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Cdteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 N Souttsecr.Pine ISM I-umber li specified,the rises go values.air tHrose effactise t6:./01/2O1.3 by AI Job Truss Truss Type Qty Ply 3B PL14-119_UP F08 R41832586 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSJSNcS1 ttlDzR3Xv-0S6viwyl ecdnnVORtVJebaNZcoOvMErXUJ WsVFHzOQRs I 2-6-0 I 1 1-0-10 I I 1-2-0 110-11-2 1 Scale=1:33.2 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o a`` I a/ ® ®\o e O N E PI 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4=- 12-6-10 128-10 I 118101R-1-101 19.0-4 I 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(KY): f6:0-1-8,Edgel,(7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `� IO TOP CHORD 2-3=3020/0,3-4=-3020/0,4-5=-3781/0,5-6=3781/0,6-7=3451/0,7-8=2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 ' 0� WEBS 2-17=1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=-266/0,6-15=69/599,9-11=1940/0,9-12=0/1285, ZJ _` 7 7-12=786/0 F. "-It' Ci�y \-/A NOTES ' 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. .°r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 49639 . 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Q, tt'� be attached to walls at their outer ends or restrained by other means. OISTE LOAD CASE(S) Standard 4'1°NAL G ��? ' 0 P R© -�sc' �,5 �NGlN>� - 0 8 • 2PE / c"' p AT OREGO tip' <,F � S A. HO' 4'i%' EXPIRES:06/30/2015 April 22,2014 t A WARNING-trerifydesign parametersand READ NOTES OPNTHIS AND NUMB MITER REFEREMIPAGE 8111-1473 rev.1/29/2GsdB iREUSE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. N Applicability of design parameters and proper incorporation of component is responsibility of building 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Nigel(` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QualIty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Soun cern Pine(SP}wither to specified,the design satires are ttsoe effective 06/01/205,3 by ALSO 9 Job Truss Truss Type Qty Ply 38 R41832587 PL14-119_UP F09 Floor 3 1 Job Reference(notional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-OS6viwyl ecdnnVORtWebaNZcnOvLErWUJWsVFHzOQRs I 2-6-0 I 11-0-14 1 1 1-2-0 110-11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o ee e 1" 16 15 14 13 12 3x4= 3x8= 3x6 = 1.5x3 II 1.5x3 II 3x8= 3x4= 12-8-14 11-6-14 '0-7-0'0-7-0 I 6 -310 11-6-14 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (hoc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010NI0 .1 4, TOP CHORD 2-3=-3025/0,3-4=3025/0,4-5=-3791/0,5-6=-3791/0,6-7=3457/0,7-8=2992/0,8-9=2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,1415=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 0 �1 4fA$ WEBS 2-17=1940/0,2-16=0/1326,416=687/0,415=25/297,5-15=265/0,6-15=69/600,9-11=1943/0,9-12=0/1287, , ./ 44 Q,1 ii 7-12=789/0 ;' - Q NOTES < ' 1)Unbalanced floor live loads have been considered for this design. ' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. rd 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,p 49639 ti 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Ql be attached to walls at their outer ends or restrained by other means. ,fir\N„ IS i s CiC 'S'IONAL LOAD CASE(S) Standard •<<- �,o PR Or4-,.., Q 87022PE r" ry y �4�„ OREGO (9 lU `9O :41A SER � � . H L EXPIRES:06/30/2015 April 22,2014 B 1 � WARA1IM -Ver:fy design parameters and READ ATMIES ON THIS AMItiaLOEB KIIEMM REFERENU PAGE 1411-1473/66,3/25/2014 9SFOREUSE 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 building 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 , erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fY1 14 fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/fPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southerx Pine ISPI lumber is specifiers the design values ase[.hese effective 0E/01/2013 by AtSt Job Truss Truss Type Qty Ply 3B PL14-119_UP F10 Floor 5 1 R41832588 Job Reference(optionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:41:12 2014 Page 1 ID:SygD7CTgSFZSjSNcS 1 ttlDzR3Xv-segHwGyfPwlePfzdRD9g7t16p?PMBzOodYAc3njzOQRr I 2-6-0 1 1 1-4-8 11 1-2-0 1 1 1-3-0 I 1-6-0 1 Scale=1:18.9 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 II 1 2 3 4 5 6 7 e --"--- o z......"....") P O 0 N O N ° a a e e 12 11 10 9 3x4= ',>i, 3x6 = 1.5x3 II 3x4= 3x4= 1 6.9-0 1 7-4-0 1 7-11-0 1 10-11-0 6-9-0 0-7-0 0-7-0 1 3-0-0 Plate Offsets(X,Y): 14:0-1-8,Edge1.19:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) ,-0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=475/0-4-8 (min.0-1-8),8=475/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ' O'NIQ TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=-1062/0,5-6=-1062/0 BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 (g' O1 AS �'P4)' WEBS 2-12=-998/0,2-11=0/384,4-11=21/333,6-8=-750/0,6-9=0/566 G ,� +4 ‘y, NOTES ' 1)Unbalanced floor live loads have been considered for this design. ,.. % N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. jo 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. j'l 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 9639 44' be attached to walls at their outer ends or restrained by other means. 0 \\\\\\,',```������- .ti SISI LOAD CASE(S) Standards,IONAI. (y� tri €'�o PR()per, ��ca �NG{N,E',- /0 '' 8 ! 2 P 1 fir- yCo 43j„ OREGO o W� 90 fi BER \1 ". " OS A. HeSk EXPIRES:06/30/2015 April 22,2014 s A WARNING-Verity desrpa patartle5ts and READ MIESON MIS AND INCLUDED ICIER REFERENCE PAGE NII-14133 rex 1/25/2334 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. Applicability of design parameters and proper incorporation of component is responsibility of building 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 �. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/Dill Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Height if S 11/Seta/sem Pure ISP1 itunkter is spetified,the design values•.wry thssse effective 06/01/2013 by ALSOs,CA,95610 Job Truss Truss Type Qty Ply 3B R41832589 PL14-119 UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:41:13 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-KgEg7czHAEtVOpYp_xh3fof?ZpmNi54nmgLcJAzOQRq 1 2-5-4 1 I 1-2-0 1 1 2-0.8 1 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e e o e a ‘,91 7 o I N e e e e U. 1 E 11 10 .. 3x4= 1.5x3 I I 3x4= 3x8= 354= 3-11-12 I 2-8-4 13-3-4 13-10-4 8-7-12 8${l 12-9-12 2-8-4 0.711 0-7-0 0-4JI 4-8-0 0-y� 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edae1,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 01ONIO lip,Y FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. © f*OV W TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 O" iLv ,;- C� BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 E'S d° ;,. Q, WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 is/co Q_a _`' `Z VI ty NOTES 1)Unbalanced floor live loads have been considered for this design. �4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. .� 49639 'q' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. QISTER 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 1 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `' ONAL be attached to walls at their outer ends or restrained by other means. 6)-CAtfTION,Do-not erect-truss-backwards. LOAD CASE(S) Standard N-(\<— 0. 0 870 2PE 9t— o c1t y �'9j, OREG N cue'p40 'A0 c�M8ER '�1 ©v.S A. HERD EXPIRES:06/30/2015 April 22,2014 t A ARNIMT-Verify design paraaletsrsand READ NOTES ONMIS AND INCLUDED MITER REFEREM PAGE MII-1473 rev.!/29/221dBEFOREUSE reeri Design valid for use only with MTek 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 building 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 Wok' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding f V I A {C fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/W811 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP}Armitax is spasmed,:tete design values axe those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 3B R41832590 PL14-119_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:14 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xvo1 o2Ly_vxX?Mey70YeCICOBAgD3U RJIw?U59rczOQRp I 2-6-0 I 1-9-8 I I 1-2-0 I I 1-3-4 I 1-6-0 1 Scale=1:16.5 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 00 N N Z77 e e 10 9 8 3x4= ( , 3x4= 3x4= 3x4= I 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): f8:0-1-8,Edgel,f9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,'ONro TOP CHORD 2-10=0/6 0,3-4=-757/0,4-5=-757/0 Q �� JASj�T BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 tt WEBS 2-10=-738/0,5-7=-572/0,5-8=0/382 k' r!.�:.. G 91 /d JYr "6 NOTES to IIP' .., t 1)Unbalanced floor live loads have been considered for this design. — 4 1,4 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. er 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. "41 ,k" 0,6 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be 4� be attached to walls at their outer ends or restrained by other means. 0' GIST'iL LOAD CASE(S) Standard `10NALV'G 't(Y'c0 P R pk-tss 5 GIN - / cam, ,N Okof � 17`Z- 87022 f 0)-1/464-2,/ � Yy 'oj, OR EG�0,„ &ER V\ 4 R\41 ' A. HE EXPIRES:06/30/2015 April 22,2014 t ®WARNINGG-VedfydesignpamioeiersandREADNOTESONTMISANDI42IDEDMIIERREFERf51PAGEMTI-7473m c1/29Id0IdBEFOREUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. l Applicability of design parameters and proper incorporation of component is responsibility of building 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 i � a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/I91 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Sake 109 Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Senttherr Pine(Sp}1urnrer is specified,he design values ase Ocoee-effective 06/01/2051 by .1SC 9 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION/q Failure to Follow Could Cause Property 1 3 " Center plate on joint unless x,y shown I 6-4-8 dimensions I (Drawings notin toft-in-sixteenths scale) Damn e or Personal In u offsets are indicated. g j ry r�EI Dimensions are in ft-in-sixteenths. wik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 1/16' LI,.1 FA 0 Api r 1 4 Wide truss spacing,individual lateral braces themselves ay require bracing,or alternative Tor I p b acing should be considered. 1-� I = _ K O3. N ver exceed the design loading shown and never s ck materials on inadequately braced trusses. U 4. P ovide copies of this truss design to the building For 4 x 2 orientation,locate ~ cs-s d signer,erection supervisor,property owner and plates 0 'IU 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. P ace plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE j•int and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 1•cations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT t e environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. U less otherwise noted,moisture content of lumber s all not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. U less expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: u.e with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.•amber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 sponsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 c.mber for dead load deflection. the length parallel to slots. 11.P ate type,size,orientation and location dimensions i dicated are minimum plating requirements. LATERAL BRACING LOCATION 12.L mber used shall be of the species and size,and Southern Pine lumber designations are as follows: i all respects,equal to or better than that �• Indicated bysymbol shown and/or SYP represents values as published s•ecified. i� y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Tpp 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. v•••••• Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 118. se of green or treated lumber may pose unacceptable ® Rnvironmental,health or performance risks.Consult with roject engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.is not s ffi portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTel( BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-338_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45630230 thru R45630240 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. a, PROP 4- <CNGNE4. c-".0.. <4. 87022PE 9r' fiAT OREGON c7,� SUN 0 448ER 1'‘ �O O`s A. He?, EX` '`:06/30/ October 12,2015 Hernandez,Marcos 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. Job Truss Truss Type Qty Ply POLYGON R45630230 PL15-338_UPPER F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:39 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-XFZwBb3abIAE1VHkOyAJTKZHyjIt42CzUjOVh4yUBXs 2-6-0 I 10-10-2 ii 1-2-0 1 1 0-11-2 1 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a e e s 9N 17 16 15 14 13 12 Tf 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4=- 12-6-2 12-6-2 I 11-4-2 1�t-11-2,1 I 18-9-12 I 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,YI— f6:0-1-8,Edgel,F7:0-1-8,Edciel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Hoa(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=822/Mechanical,11=822/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-3689/0,6-7=-3386/0,7-8=2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=-57/292,5-15=281/0,6-15=-62/602,9-11=1916/0,9-12=0/1262, 7-12=756/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PR OF<ol? EFS, NCS/ v- 444 29 r yN N Aj, OREGON rye <U 9On '..q/1 M8ER \' �O �S A. H e'i\ EXPIRES:06/30/2017 October 12,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek8 connectors.This design is based onlyupon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Tele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-338_UPPER F02 FLOOR 845630231 5 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:40 2015 Page 1 ID:SygD?CTgSFZSISNcS 1 ttIDzR3Xv-?R7JOx3CL315ffswafiY?Y6Vc7EkpbVAN73E WyUBXr I 2-6-0 1 1-9-8 1 1 1-2-0 I I 1-6-0 1 1 1-1-12 1 1 2-5-8 1 1 1-2-0 11 2-0-8 1 I 1-4-0 Scale=1:37.5 1.5x3 II 1.5x3 I I 1.5x3 I I 3x6= 1.5x3 I I 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 ; 2H 9 10 11 c e e 'em e22 21 20 19 18 17 1.5x3 II 3x5= 3x6 FP= 1.5x3 I I 3x8= 3x6 = 12-7-4 I 8-8-12 I11-5-4 V-7-013-7-01 -0-4 17-4-12 1 21-5-12 1 8-8-12 2-8-8 7-09-7-0I 4-9-8 4-1-0 Plate Offsets(X,Y)— r4:0-1-8,Edael,r7:0-1-8,Edgel,r16:0-1-8,Edge1,r22:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)19=0-5-8,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=304/27,7-8=-468/0,8-9=-468/0, 9-10=0/571,10-11=0/571,11-12=0/566 BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, 15-16=-22/297,14-15=286/61 WEBS 6-19=-504/0,2-23=705/0,4-20=540/0,6-20=0/535,7-19=-642/0,9-15=821/0, 12-14=66/308,12-15=457/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. _ 5)CAUTION,Do not erect truss backwards. <�?Ed PR Opk-, ��c �NGINEFR 2, w Q 870 2PE 9t m - Cn-0 OREG•N o 4/ A. HES EXPIRES:06/30/2017 October 12,2015 $ __ t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI}7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Milek®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 Milek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ana fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T811 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630232 PL15-338 UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:41 2015 Page 1 ID:SygD?CTgSFZSISNcS1 ttIDzR3Xv-TehhcH4g6NQxHPR78MDnYIfgVXcgY3YGy1 tcmyyUBX0 I 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 I I 1-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e _ --- r'—I N > e e e ' e 1� 11 10 9 8 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 2-8-4 3-3� 3-10 4 I I 8-7-12 8 12-9-0 I I 2-8-4 0-7-0 10-7-0 0- 4-8-0 0- 3-11-12 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f10:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress'nor YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS. (lb/size) 12=317/0-2-8,8=55/Mechanical,9=738/0-5-8 Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-4-44/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. PRO794tNE4\ ccr 87022P/, r • icv y �A�, OR GON c, �� 9O c�BER '\�` ps A. HE¢‘.•\P EXPIRES:06/30/2017 October 12,2015 r tIMIMMI ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mit 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 MiTek` building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-338_UPPER F04 FLOOR R45630233 3 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:42 2015 Page 1 ID:SygD?CTgS FZSj S NcS 1 ttl DzR3Xv-ygF3pc5Ttgyouz0J h4k05zBrXwxE H WXPAhc91 PyU BXp I 2-6-0 1 0-8-4 I I 1-2-12 1 1 1-6-0 1 1 1-2-0 1 1 1-4-4 I 1-30 I Scale=1:18.3 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x6= 4 5 6 7 8 o • ° e o ° ___ZI' . — 0 N �- N - D,\'fie 14 12 11 103x4 = 9 3x5= 1.5x3 I I 3x4= 3x6= 3x4= I 3-2-8 I 10-6-12 3-2-8 7.4„4 I Plate Offsets(X,Y)- f5:0-1-8,Edge1,110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=559/0-5-8,14=81/Mechanical,9=278/Mechanical Max Uplift 14=19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/260,5-6=429/0,6-7=429/0 BOT CHORD 12-13=260/0,11-12=0/429,10-11=0/429,9-10=0/291 WEBS 3-13=330/0,2-13=306/0,5-12=286/0,3-12=0/470,7-9=-372/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ���Ep PR oFFss ��5 NGINEFR �0 87022P,44, 9r 9'02, OR GON ti°0<v M O $ER �i �`S A. H ERCP EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek$ is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Qualify Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630234 PL15-338 UPPER F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:42 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-ygF3pc5TtgYouzOJh4k05zBn2wr_HUOPAhc91PyUBXp I 2-3-12 1 1 1-2-0 1 1 1-0-0 1 2-6-0 1 Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e O 0N .ir .e. e 12 ,11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= 12-7-4 I I 12-7-4 Plate Offsets(X,Y)— 12:0-1-8,Edael.110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Ina- YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1204/0,3-4=1204/0,4-5=-1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WEBS 3-10=0/263,2-12>1310/0,6-8=1198/0,6-9=0/579,4-10=545/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��\� �N�,IN��R /029 Q 87022PE f co CV N -7,e,Aj, OREG N ti°Qi-ii Or) ER \1 � P S A. HECk EXPIRES:06130/2017 October 12,2015 8 { WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based onlyupon parameters shown,and a 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 MiTekE is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/D.11 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-338_UPPER F07 Floor R45630235 6 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 0 Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:04:43 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-QOpR1y65e_gfW5bVFnFFdAkOLKG00ZPLMjgryUBXo 2-6-0 1 0-9-8 1 1 1-2-0 1 1 0-9-4 I 2-0-0 I I 2-5-8 1 1 1-2-0 1 1 1-11-0 I Scale:1/2"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 s a e e is -a .4._., :ae c' \ 7 11%11%4414 — NO N e a e e e ee e 16 15 14 k 12 11 i 3x8= 1.5x3 II 1.5x3 II 1 3-6-8 1 4-1-8 1 4-8-8 1 7-8-12 I 10-5-4 111-0-4 111-7-4 1 13-9-4 1 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y)— (7:0-1-8,Edge),I8:0-1-8,Edgej,114:0-1-8,Edael,115:0-1-8,Edciej LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=307/Mechanical,13=670/0-3-8,10=223/0-2-4 Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=-570/0,7-8=314/0 BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 WEBS 2-16=-612/0,5-13=-595/0,5-14=0/291,7-13=-488/0,8-10=-353/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <(� D P R oFFs's cp ANG I NEFR /� 4-44 2 870 2PE 9r N tN fi'cj, OREG N rye y 4/ 9C ' &ER .\\ O �`.3 A. HEC"' P EXPIRES:06/30/2017 October 12,2015 / WARNING-Verify designNI. my g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 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 info the overall building design. Bracing indicated s 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 �a fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Googly Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sale 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630236 PL15-338_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:43 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-QOpR1y65e_gMibbVFnFFdAkzkK6a0s?ZPLMjgryUBXo 1 2-6-0 I 1 1-0-10 11 1-2-0 11 0-11-2 1 Scale=1:33.2 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o o I \ e/_® �\o o N 1 / a a e 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-8-10 11-6-10 19-0-42-7-0 -7-0 I 11-6-10 6-3-10 Plate Offsets(X,Y1— f6:0-1-8,Edoe1.f7:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0°10E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=831/0-2-8,11=831/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3020/0,3-4=3020/0,4-5=3781/0,5-6=-3781/0,6-7=-3451/0,7-8=2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 WEBS 2-17=1937/0,2-16=0/1323,4-16=685/0,4-15=-28/296,5-15=-266/0,6-15=69/599,9-11=1940/0,9-12=0/1285, 7-12=786/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. t.Y c.;o° a,G N NE- - `r, 87022PE r � � ti y �Aj, OREGSN (y9 O � gER 't`� EXPIRES:06/30/2017 October 12,2015 r ...- A,WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6111-7473 rev.10/03/1015 BEFORE USE. ler 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 MiTek' building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630237 PL15-338_UPPER F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:04:44 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-uDNpEI7jPIoW8GAipVmUAOHBSkSoIJEie?SGNHyUBXn 1 2-6-0 I 1 1-0-14 11 1-2-0 110-11-21 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o1 o N 0.i 1 16 15 14 13 12 3x4= 3x8= 3x6 = 1.5x3 II 1.5x3 I I 3x8= 3x4= 12-8-14 I 11.614 �2-1- I 19-0-89 11-6-14I 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— I6:0-1-8,Edael,17:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/1PI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=832/0-2-12,11=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3025/0,3-4=3025/0,45=3791/0,5-6=-3791/0,6-7=-3457/0,7-8=2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 WEBS 2-17=-1940/0,2-16=0/1326,4-16=-687/0,4-15=25/297,5-15=265/0,6-15=-69/600,9-11=-1943/0,9-12=0/1287, 7-12=789/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���EO PR R©EPSs �c�� .,NG)NE�9 /o2 4 87022P. �r i . dl -7 SAT OR GON cy�O1N ,po ''4IBER 1\ \ OSA. HO; EXPIRES:06/30/2017 e October 12,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Maek®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 Mifekr' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Cdtena,DSB-89 and BCSI Belding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cites Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630238 PL15-338_UPPER F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:44 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-uDNpEI7jPIoWBGAipVmUAOHAwkZPIPGie?5GNHyUBXn I 2-6-0 I I 1-48 I I 1-2-0 I I 1-3-0 1 1-6-0 Scale=1:18.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e o --Y-,. 0 7777. o 0 o 0 /7 N N e o e e e 12> 11 10 9 3x4= l 3x6 = 1.5x3 I I 3x4= 3x4= I 6-9-0 1 7-4-0 17-11-0 I 10-11-0 I 6-9-0 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y(- 14:0-1-8,Edael,19:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=475/0-4-8,8=475/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1280/0,3-4=1280/0,4-5=-1062/0,5-6=-1062/0 BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 WEBS 2-12=-998/0,2-11=0/384,4-11=21/333,6-8=-750/0,6-9=0/566 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���OD PROF4.0 c, �45\ ��G)N�FR QO , 87022PE r N 7 �Aj , OREG N ti) <C/ AOR 3ERx �O °S A. HES`-' EXPIRES:06/30/2017 October 12,2015 fii. ' WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Ii Design valid for use only with MiTekr 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 ilek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1.11 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630239 PL15-338_UPPER F11 Floor 3 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:45 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-MPxCRe7LAbwNmQIuNCHjibpMU8zbUsXssfrgvjyUBXm 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 I I 1-50 Scale=1:22.3 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 11 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e® o ®a 0 � I — — 'V—ii � N ,o e e ' ee , 1E 11 10 rm. 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 1 2-8-4 1 3-3-4 13- 10-4 II 8-7-12 12-9-12 2-8-4 0-7-0 0-7-0 0-Y� 4-8-0 4-0-8 I Plate Offsets(X,Y)— 12:0-1-8,Edoel.f10:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS. (lb/size) 12=317/0-2-8,8=60/0-2-12,9=739/0-5-8 Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=610/0,4-9=841/0,6-9=-452/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �� clr CD ANGINEFR i0 2 870 2PE /9f cn cv 7 fi >-0j, OREGON tis 4N 9C FM$E R 1\ O O c, A. HE?' EXPIRES:06/30/2017 October 12,2015 4 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MIT Design valid for use only with MiTel&connectors.This design b 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 info the overall building design. Bracing indicated a 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 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630240 PL15-338 UPPER F12 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:45 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-MPxCRe7LAbwNmQIuNCHjibpMr8xTUsyssfrgvjyUBXm I 2-6.0 I 1-9-8 1 1 1-2-0 I I 1-3-4 I 1-6.0 I Scale=1:16.5 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 ee e zz o 0 O ti, N k-- e e e e 3x4= 10 9 8 3x4= 3x4= 3x4= I 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y)— 18:0-1-8,Edael,F9:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=378/Mechanical,7=378/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=01757,7-8=0/476 WEBS 2-10=738/0,5-7=572/0,5-8=0/382 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �<�% =D PROFFS �c3 Aco NG'NB�R s/O�� 870 2PE u' ../>" N 7 cv �Aj, OREGO ti, OtU 90 BEs \\SSA. HO\ EXPIRES:06/30/2017 October 12,2015 W i __ WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. d^ 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 !Alibi(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering SystemGeneral Safety Notes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/4' Center plate on joint unless x,y l� y (Drawings not to scale) offsets are indicated. Damage or Personal Injury ��� Dimensions are in ft-in-sixteenths. i4614„ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. ineer.For,/16 2. Truss wdebracinmusttruss sp acing, dividudesival laterned al bracan es themselves p may require bracing,or alternative Tor I _ O p bracing should be considered. iii _� O 16111Milip. O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ci_ 1 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate -8 c'"� 6 designer,erection supervisor,property owner and plates 0-14 ' 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 411111 . 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 protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in Muck 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.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 in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ../+- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTekOO All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with RAMIir I. Industry Standards: project engineer before use. ANSI/TP11: 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. snot sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1 V ii a Ic ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 wie MTek6 . . . Mack USA 7777 Greenback Lane,Suite 109 Citrus Heights.CA 95610 Telephone 916676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, stti R Ottj, c-44'"v 17022-PE , OREGON , 141:e 8S A HO' • EXPIRES:640-19 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-f 988(MiTek). ti i tii ,t, i t,, I '.0i 0t . 42 A. `' cNtso 41.76,' x A 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. not exceed 19% at time of manufacture, TC LATERAL SUPPORT <= 12"OC, UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. , DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 T T T H10-4x4 3 I i 12 12 �I 6.00 6.00 I/ M-3x4 4 M-3x4 r, CO �O O� __ d , O � / ////////////////////////////////////////////////////////////////////////////////////////////////////////////// 0 0 y y )' )' 1-06 I 14-02 1-06 1,.,0 PR Op °S JOB NAME : POLYGON PLAN 3-B - Al Scale: 0.5115 / / 1, WARNINGS: GENERAL NOTES,unless otherwise noted: s{� ,i3 r1.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 Truss: Al 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. ✓ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +i is the res y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R �Iit SEQ. : 6035306 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. O V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to anycomponent. and are for"dry condition"of use. .7'1 t� TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If '4';;:) � " �i" fabrication,handling,shipmen and installation of components. ''' '.1::1F1 1��"' p P 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII III IIII TPI WfCA in SCSI,copies of which will be furnished upon request. git coincidei ctwith joint center liche. 9.Digitssindsize of tplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR; LOAD DURATION INCREASE = 1.15 2x6 KDDF #1&BTR Ti SPACED 24.0" O.C. 2-3=(•800) 265 1-7=(-229) 648 19) 48 3-7=(0) 305 BC: 2x4 KDDF H1&BTR =( 0) 0 1-7=(-2 WEBS: 2x4 KDDF STAND 3-4=(-818) 321 7-4=(•226) 651 LOADING 4-5=( 0) 76 TO LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" 00 UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 5.7" -26/ 28V -48/ 46H 0.00" 0.00 yyyyy ( 0) ALL TOP CHORD AREAS NOT SHEATHED 11'- 4.4" -502/ 793V 0/ OH 141.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'• 6.0" -196/ 793V 0/ OH 5.50" 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "or. spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = 0.000" @ 11'- 4.0" Allowed = 0.150" vertical members (son). MAX TL CREEP DEFL = 0.000" @ 11'. 4.0" Allowed = 0,200" Unbalanced live loads have been MAX LL DEFL = 0.013" @ 27'• 0.0" Allowed = 0.150" considered for this design. MAX TL CREEP DEFL = -0.014" @ 27'- 0.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.028" @ 21'- 11.3" Allowed = 0.476" Connector plate prefix designators: MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1" Allowed = 0.697" C,CN,C18,CNIB (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.007" @ 25'- 0.5" MAX HORIZ. TL DEFL = 0.011" @ 25'- 0.5" Gable end truss on continuous bearing wall. C-1x2.6 or equal typical at Stud verticals, esign assumes moisture content does not Refer to CompuTrus gable end detail for not exceed 19% at time of manufacture. complete specifications. Design conforms to main windforce-resisting • 12-09 12-09 system and components and cladding criteria. 12-09 iiM 4x4 + 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, -> Truss designed for wind loads M-3x5 in the plane of the truss only. 0 M-4x6 cu 0 12 0 6.00 / �� \I12 6.00 up o M-3x4+ M q o - IOMMBIBIBBIOW ° g 0 6 1 7 0 M-3x6+(S) M-1.5x3 M-3x4 y y y 7-05 11-00 7-01 y y > i, 1-06 25-06 1-06 JOB NAME : POLYGON PLAN 3-B - 61 , GIN `s` Scale: 0.2470 C? °1 /4/1//?? `6? WARNINGS: GENERAL NOTES,unless otherwise noted: 4^C, t^���yy p 11 p 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 1' s 92 S 9 C E Truss: B 1 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. ,,v^'• .- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectively unless braced throughout their length by l�, r 421111.11P continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). 1" DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ Cr. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6035307 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T A 3 design loads be applied to any component. and are for"dry condition"of use. f �}+ 4� �..'�. TRANS I O: 406433 • 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if , fabrication,handling,shipment and installation of components. Dnesign . PRI \=" 7.Pesgn assumes adequate one dthi ace is truss,d.and This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincideIdatwith Joint center lines. 9.Digits indicate size of plate in inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(•391) 2382 3-10=(•285) 195 BC: 2x4 KDDF 01&8TR SPACED 24.0" O.C. 2- 3=(-2755) 552 10.11=(-269) 1986 10- 4=( -19) 502 WEBS: 2x4 KDDF STAND 3- 4=(-2496) 522 11.12=(-291) 1965 4-11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11- 5=(-246) 1170 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2496) 522 6-12=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 . MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0,150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.138" @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.279" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" 0 38'- 6.0" Allowed = 0.200" I MAX HORIZ. LL DEFL = 0.060" @ 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFL = 0.099" @ 36'- 6.5" NOTE:Design assumes moisture content does f 6-06-05 f 5-11-13 f 5-11-13 f 5-11-13 f 5-11-13 f 6-06-05 f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.001/ M-4X6 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 '1"I' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5) M-5x6(S) load duration factor=1.6, • Truss designed 3. intheplaefor ofthewtrussind oonly. 0.25" 0.25" of,. -,c M 1.5x3 +1if M-1.5x3 3 + +. . 1)1!pip,.• c., o 0 mom LU a o1 10 11 12 0 o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 0 M-3x5(S) y • y y y 9-06-04 8-11-12 8-11-12 9-06-04 y y y ), 20-00 17-00 y y 1-06 37-00 1-06 0, D PR Ore JOB NAME : POLYGON PLAN 3-B - C2� �<' ( 1s Scale: 0.1596 \ p • WARNINGS: GENERAL NOTES,unless otherwise noted: / / � 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 T 92$.1 P E r Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T� 0,01 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n n jt DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ vRv1� },, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. v O W SEQ. : 6035308 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tube used in a non-corrosive environment, L� g �.,.t qAs design loads be applied to any omponent. and are for"dry condition"of use. .. 1'' 1*`�., mL. t. TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if [1 fabrication,handling,shipmentcomponents. Dnecessary. 'Y/ 'R RIO' V nd installation of 7.Design assumes adequate drainage Is provided. r1 rl t 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111101111111111111111 TPI WfCA in BCSI,copies of ich will be furnished upon request. git coincide with jointacenter lines. G.Digits indicate size of plate In Inches. 12/31/2015 MiTek USA,IDC./COn1puTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TO: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 g' 2x4 KDDF #1&BTR T1, T4 SPACED 24.0" 0.C. NOTE:Design assumes moisture content does BC: 2x4 DF #1&BTR; not exceed 19% at time of manufacture, 2x4 KDDF #1&BTR 61 LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc load duration factor=1.6, M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 18-06 18-06 T 12-04-10 6-01-06 6-01-06 12-04-10 T 1 12 HM-4x4 12 6.00 I/ 3 Q 6.00 M-3x5(S) M-3x5(S) 310111 M O M v 4 0 o .. c.:'1,- M-3x5(S) o M-3x4 M-3x4 y ), y 20-00 17-00 y 1, 1-06 37-00 y y 1-06 0) PRn JOB NAME: POLYGON PLAN 3-B - C4 �. ' ,� s Scale: 0.2219 oNrfiili9 6)() WARNINGS: GENERAL NOTES,unless otherwise noted: !(��++^^yy tJ�7p-'i Ibl 47 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 7:7G 11 11 t-L Truss: C4 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. J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r �n� p y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ./t' r DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. t3REG01 SEQ. : 6035309 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. :'4-114 "�i',,+, 1}f ,� (} TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if "" fabrication,handling,shipment and Installation of components. Designeas. [.fi A t 7. assumes atedadequate drainagehace Is truss, z.,� A„" 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center IIIII VIII 11111 VIII III VIII 1101 II TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc,/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 iiiiillIIII LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF q1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF N1&BTR 3- 4=(-1248) 526 9.10=(-506) 1433 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10-11=(-505) 1434 9- 6=(•469) 379 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-1226) 475 6-10=( 0) 189 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1706) 635 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24" 00 UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -300/ 1255V -107/ 116H 5.50" 2.01 KDDF ( 625) 25'- 0.5" 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) OVERHANGS: 18.0° 18.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -618/ 277V 0/ OH 143.50" 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacin0, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.057" @ 12'- 9.0" Allowed = 1.229" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115" @ 12'- 9.0" Allowed = 1.639" HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.150" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ, LL DEFL = 0,028" @ 25'- 5.6" SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ. TL DEFL = 0.046" @ 25'- 5.6' BRACING TO THE HINGE TYPE CONNECTION. 18-06 18-06 NOTE:Design assumes moisture content does ,r f not exceed 19% at time of manufacture. 7-08-11 10.09-105 7-05-13 0-10-01 10-02-03 Design conforms to main windforce-resisting T system and components and cladding criteria. 6-09-08 5 11 08 5-09 0 OB 115-03-08 1' Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 =M-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A- 6.001/ 5 -1"----.I6.00 "---.I6.00 load duration factor=1.6, Truss designed for wind loads !0••••••000000000r4000000011111.111.11111.11.11.11.°71 in the plane of the truss only. M 4x61414441,1,14,4% Gable end truss on continuous bearing wall. C•1x2.6 or equal typical at stud verticals. M 3x5+(s) Refer to CompuTrus gable end detail for T M 3x5(S) we complete specifications. o M-3x4 rn 3 0 otri4 .i,(7- 1 8 9 0.25�Q 11-i/lilliillig°11°1111°°°°°°1111°r , 4 ,,, , , :. o o M-3x4 M-1.5x3 M-3x8 M-5x6(S) M-3x5 M-3x4+ 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 y y y1 1-06 37-00 1-06C1, RR0 6 JOB NAME: POLYGON PLAN 3-B - ClScale: 0.1712 w /t/T1 °� WARNINGS: GENERAL NOTES,unless otherwise noted: , Cl1.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 Aile ',.„ Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper .rte. 2.2x4 compression web bracing must be Installed where shown+, incorporation o1 component is the responsibility of the building designer. rim �m - 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by tt''' It DES. BY: LJ Is the responsibility of the erectgr.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON w DATE: 8/21/2014 the overall structure is the resp sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .: / ,,b. A, 4.No load should be applied to an component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / '41.1 SEQ. : 6035310 fasteners are complete and at n time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 406433 design loads be applied to any mponent. necessary. and are for"dry condition"of use. R'6•t" e. 5.CompuTrus has no contra over rid assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment nd installation of components. 7.Design assumes adequate drainage is provided. +: rl 6.This design Is furnished subjectio the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II II II I III VIII IIII VIII IIII IIII TPI VJTCA in SCSI,copies of which will be furnished upon request. Digit coincideitwithzjoint center che EXPIRES:12/31/2015 9. Digits idsize of platein inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1E10111 This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 l TC: 2x4 KDDF #1&BTR 9' BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 76 2-11=(•376) 2333 3-11=( -297) 196 WEBS:: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-2738) 534 11.12=(-267) 1959 11- 4=( -45) 563 3. 4=(-2513) 541 12.13=(-200) 1645 4.12=( -710) 250 2x4 KDDF STUD A LOADING 4- 5=(•1757) 469 13-14=(•458) 2787 12- 5=( -352) 1302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1708) 506 14- 9=(•867) 4422 12- 6=( -676) 288 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 6- 7=(-1937) 494 6-13=( -111) 464 BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 7. 8=(-4685) 890 13- 7=(-1489) 355 8- 9=(-4950) 999 7.14=( -360) 2427 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 76 14- 8=( -154) 193 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.311" @ 28'- 8.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.620" @ 28'- 8.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" 18-06 18-06 T T MAX HORIZ. LL DEFL = 0.165" @ 36'- 6.5" 7-03-08 5-02-11 5-11-13 2-00 5-05-11 5.02-03 5-10-02 MAX HORIZ. TL DEFL = 0.273" @ 36'- 6.5" ff NOTE:Design assumes moisture content does 12 12 M 4x6 not exceed 19% at time of manufacture. 6.001/ �I 6.00 4.0" Design conforms to main windforce-resisting 5 0 system and components and cladding criteria. M-5x6(S) M-3x4 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x8(S) (All Heights), Enclosed, Cat.2, Ex B, MWFRS(Dir), 3.1 load duration factor=1.6, ( )' 0.25" Truss designed for wind loads wit, / 0.25" in the plane of the truss only. ,,i1, M-1.5x3 +E + +a + 14414110,00..:M-1.5x3 M-6x84 M-3x10 0 o ,M-3x6 10.25" M-3x8 M-5x6 Q o M-5x8(S) - 3"00 3.00 t. 12 12 y y )- y y y y y 9-05-06 9-00-10 2-03-05 7-10-08 y 8-04 y y y1-06y 20-09-08 y 7-10-08 8-04 1,1-06y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C3 a RrFs Scale: 0.1596 WARNINGS:WARNINGS: GENERAL NOTES,unless otherwise noted: +" f��y /©7' "f+,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Ls based only upon the parameters shown and is for an individual 1.9211 �72 I PE (- TrussTruss: : C3 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)ectively unless braced and/or drywellhout their (BC)byth . 460110.* ff.. DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '1/ ^+,. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'j?f OREGON t, 44, SEQ. : 6035311 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, F �i design loads be applied to any component. and are for"dry condition"of use. N. zb -p}r 1 (� TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge ifnVV fabrication,handling,shipment and installation of components. ecessary. i'"^T1 nI Lt 7.Design assumes adequate ne dthinac a is truss, 5.. 8.This design is furnished subject to the limitations set forth by 8,plates shall be located on both feces of truss,and placed so their center 1111111111111111 TPWJrCA in BCSI,copies of which will be furnished upon request. lines coincide withzjoint center lines Er.Digits indicate size of plate in inches. ro rsq MiTek USA,InC./COmpuT us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12131/2015 01/2015 1 1111E1111 IIS This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-279) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1121) 284 8- 6=(-218) 931 8- 4=( -44) 469 WEBS: 2x4 KDDF STAND 3- 4=( -839) 188 8. 5=(-279) 219 LOADING 4- 5=( -839) 188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 2B4 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 904V -91/ 91H 5.50" 1.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 5.5' -150/ 904V 0/ OH 5.50" 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.026" @ 8'- 8.8" Allowed = 0.827" MAX LL DEFL = 0.013" @ 18'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 18'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061" @ 3'- 11.4" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012' @ 17'- 0.0' MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0" 8-08-12 8-08-12 f 1' ' NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19N at time of manufacture. T T T T T Design conforms to main windforce-resisting 12 M 4X4 12 system and components and cladding criteria. 6.001/ II \I6.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, _1 z Truss designed for wind loads in the plane of the truss only. M-1.5x3 ,M-1.5x3 74 M co O D O f �L 0 8 7 1 o M-3x4 M-3x8 M-3x4 y I , , 8-08-12 8-08-12 y y y 1-06 17-05-08 1-06 VitO PROP JOB NAME : POLYGON PLAN 3-B - D2 Scale: 0.3117 .`p �"( WARNINGS: GENERAL NOTES,unless otherwise noted: t.ta '3h/+y111 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 .92/1WE t� Truss: D2 end 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A bra P Y Pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON 1� /��^.1�' DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ k tFlU WI Y C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "s O,.r W ti SEQ. : 60353 1 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, +�, .7., }�, 7 QN A, design loads be applied to any domponent, and are for"dry condition"of use. 2- TRANS ID: 406433 5.CompuTrus has no control overland assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �{I necessary. 't''I, R it i 1 -, fabrication,handling,shipment Ind installation of components. 7,Design assumes adequate drainage is provlded. r77 A 14- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 10 II I III VIII 11 VIII 11E11 TPI/WTCA In SCSI,copies of which will be furnished upon request. Digit coincidewithizjointcenterinches.9. indicateDiesssize of platein lines. V C1C n MiTek USA,InC./CompuTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=21.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M,M2OHS,M1BHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall VON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 T f 12 IIM-4x4 12 6.00 I/ \I 6.00 3 ISI co1104444144 o� 4 co 0 o� o 0 1 0 M-3x4 M-3x4 J, y y y 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D1 �.`� ,` 1Nkt~ s Scale: 0.4363 C?� 1 1I /s'I WARNINGS: GENERAL NOTES,unless otherwise noted: ff11 r/7r-' "��„ 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 7 J2 4111t-E Truss: D1 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. 3.Additional temporary bracing 10 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by atmmr r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON IQ,� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, -Z SEQ. V S : 6035313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -.7 design loads be applied to any component. and are for"dry condition"of use. / 47}+ 1 4 2.0 tsA— TBANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if p., fabrication,handling,shipment and installation of components. necessary. e+'f � � 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II VIII VIII VIII VIII VIII VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9,Digits indicate size of plate in inches. 10. C rr11 MiTek USA,Inc,/CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Hl&BTR LOAD DURATION INCREASE = 1.15 1.2=( -5) 11 7-8=( -99) 146 7-2=(-496) 180 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-282) 108 8.5=(-129) 497 2.8=(-100) 351 WEBS: 2x4 KDDF STAND 3.4=(-320) 106 8.3=( 0) 143 LOADING 4.5=(-622) 171 8-4=(-314) 229 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -56/ 476V -156/ 72H 5.50" 0.76 KDDF ( 625) C,CN,C18,0N18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -127/ 680V 0/ OH 5.50" 1.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc ssacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09-04 8-08-12 MAX LL DEFL = -0.010" @ 7'- 0.0" Allowed = 0.529" MAX LL DEFL = 0.013" @ 13'- 0.0" Allowed = 0.150" T T MAX TL CREEP DEFL = -0.014" @ 13'- 0.0" Allowed = 0.200" 0-05-08 5 '(8 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514' 12 12 MAX HORIZ. LL DEFL = 0.004" @ 11'- 0.5" 6.00 / 6.00 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" NOTE:Design assumes moisture content does IIM-4X4 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. 1111444Wind: 140 mph, h=21.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), III M-3x4 load duration factor=l.6, Truss designed for wind loads /- 1 in the plane of the truss only. �� 1M-1.5x3 w'A (.0c%) 0 c%) co i ��q 1 v /- ► 7M 8 o M-1.5x3 M-3x8 M-3x4 0 y ), y 2-09-04 8-08-12 y y y 11-06 1-06 ,0 PR Pe JOB NAME : POLYGON PLAN 3-B - D3 )N s Scale: 0.3840 \ + 14, WARNINGS: GENERAL NOTES,unless otherwise noted: [;; s t^r may,; C � . 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 9 G L. and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D3Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c,respectively unless braced throughout their length by l ~ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,�. r� CCDATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ VREt1� 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. '? �,,}}__ SEQ. : 6035314 fasteners are complete and at n0 time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �, /7,g flN AN design loads be applied to any component. and are for"dry condition"of use, lb 1' 14 "�" TRANS I D: 406433 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if t3 fabrication,handling,shipment and Installation of components. necessary. t^s R I y S.+ P P 7.Design assumes adequate drainage is provided. r7 Il 1 L 6.This design Is furnished subject Ito the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincideictwith jointinches 9. Digits idsize of tplate in lines. C+ nn MiTek USA,InC./CompuTru9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF CHOIR SPACED 24.0" O.C. 2.3=(- 66)15 2- 4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing,{ 6.00 I/ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.2" Allowed = 0.148" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Mo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads T in the plane of the truss only. 0,,,,--- oc o< preggirtil4� 1111111 M-3x4 1 y y y 1-06 2-00 IPROVTDE FULL BFARING;Jts:2.4,31 JOB NAME : POLYGON PLAN 3-B - E1 � 6' Scale: 0.9632 C?' ` %4/'f/d3/4/7/Tr WARNINGS: GENERAL NOTES,unless otherwise noted: 'f+CY 92fJ7' -Sym 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is for an individual s I SPE. Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. -, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asdrywall(BC). DATE: 8/21/2014 responsibilitybuilding designer. plywoodrequiredwere sheathing(TC)and/or drywall BC. the overall structure is the res onsibilil of the 3.2x Impact bridging or lateral bracing where shown++ OREGON n /���' 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7, OREGON `K! S E Q. : 6035315 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A ,� design loads be applied to any component. and are for"dry condition"of use. /,,+., •' }f ,� (� TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V h. fabrication,handling,shipment and installation of components. necessary. /'� P A t i t 7.Designassumes atedadequate drainage iso truss, 4.1• 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII IN 11111 11111 VIII VIII IIII IIII TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. 10. r- MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:1 2/31/20nn 15