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Plans (2) mit `L9 c)A- ti M Tek® 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 s, avid Baxter, P.E., S.E. Sr. Structural Engineer ED�,� PROp MiTek USA F 0AGINEF9 i��9 DB ::9200PE110 yL 4 OREGON,\I„ ict�t, '4 y 14, 2" vt. 12/06/2017 1`7RR1Lk- EXPIRES: 12-31-2019 I ID MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-339_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: R45630241 thru R45630251 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. ,etiNG N FR `SO 2 ct� 87022PE �r y �Aj, OREGON ct� v <tv co A. EX' - ./ 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 R45630241 PL15-339_UPPER F01 Floor 17 1 Job Reference(optional) Pacific Lumber 8 Truss Go., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 06:04:59 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-y5nUNOI7tvhORapaB8X?HYOivnaYm59v4gEZPwyUBXY I 2-6-0 I 10-10-2 I I 1-2-0 11 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 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e • / e e a _o e �pXo N 17 16 15 14 13 12 —'fT 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12b2 I 11-4-2 1QQ-11-2.1 I 18-9-12 1 11-4-2 '0-7-0 0-7-0 6-3-10 Plate Offsets(X,21- 16:0-1-8,Edge1,17:0-1-8,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 0.42 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. (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. ��c.NN �co NGINER s/\�v 87022P. r- • 4 � ��Ajc OR GON q, OWN M$ER . �S A. HE# EXPIRES:06/30/2017 October 12,2015 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111, Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSB-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. SuiteCitrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630242 PL15-339_UPPER F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:00 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttlDzR3Xv-QILsbmJleCpF3kOmIs3EpmxwZB3PVeT3JUz6xMyUBXX I 2-6-0 1 1-9-8 1 1 1-2-0 11 1-6-0 1 1 1-1-12 1 1- 2-5-8 1 1 1-2-0 1 1 2-0-8 1 1-40 1 Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 I I 3x6= 1.553 II 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 cii 131.N.j."--9 e:::::::::::::::::1 .- 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 11-5-412-0-4 I 17-4-12 21-5-12 I 8-8-12 2-8-8 D-7-0 b-7-0 4-9-8 4-1-0 Plate Offsets(X,Y)— 14:0-1-8,Edael.f7:0-1-8,Edgel,f16:0-1-8,Edgel,(22:0.1-8,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 0.23 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 Ina- 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=0-7-0,15=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=540/0,7-19=642/0,9-15=821/0,12-14=-66/308, 12-15=457/0,6-20=0/535 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. <0_0 P R QF4-ss <\� ANG'NEF'Y X029 87022PE r / 7 �Aj, OREGON 95)Ott/ 9or,FMBER \, ' S A. HE# 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. NIA Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 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 R45630243 PL15-339_UPPER F03 Floor 5 1 Job Reference(optional) Pack Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:05:01 2015 Page I ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-uUuFo6KNPWx6gtzzJZaTMzU5SaQLE6VCY8jgToyUBXW 1 2-5-4 1 1 1-2-0 1 1 2-0.81 2-60 1 1 1-4-4 1 Scale=1:22.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 11 1 2 3 4 5 6 7 e e oI• 1.1111.:— o N —.111111.1111 ' N e 1 A. 11 10 8 354= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 1 3-3-4 1 3-10-4 I 8-7-12 12-9-0 1 2-8-4 0-7-0 0-7-0 0-Y- 4-8-0 0-'1-8 3-11-12 Plate Offsets(X,Y)– (2:0-1-8,Edgel,r10:0-1-8,Edoe) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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=55/Mechanical,9=738/0-5-8 Max Uprtft8=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=410/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 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. ���ED OFFu.0 GI..co ANG I N CFR 1029 87022PE I— N �N SAT OREG N (yam <C/ti 9O AMBER 11 . On A. HE��P EXPIRES:06/30/2017 October 12,2015 t 1 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 MTeke connectors.This design is based only upon parameters shown,and k for an individual building component,not �^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Qualify Cdleda,DSB-89 and SCSI Bolding Component Safety Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630244 PL15-339_UPPER F04 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:01 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-uUuFo6KNPWx6gtzzJZaTMzU6JaQkE72CY8jgToyUBXW 1 1-9-0 1-6-4 I I 2-4-12 1 1 1-2-0 1 1 1-4-4 1 1-3-0 I Scale=1:21.0 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 a ai ,oa rs o 0 k...:-------%---;:----------- -"'.''''''''' ''''''''''',, -------------/------ --- 7 _NN:)4,.. N e o e o e 14 13 11 10 9 3x4= 3x5= 3x6= 1.5x3 II 3x4= 3x4= 1 5-2-0 I 12-0-12 1 5-2-0 6-10-12 Plate Offsets(X,Yj— f5:0-1-8,Edoef,f10:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 Ina' YES WB 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012T P12007 (Matrix) Weight 57 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:12-13. REACTIONS. (lb/size) 14=200/Mechanical,12=588/0-5-8,9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285/20,3-4=-285/20,5-6=-390/0,6-7=-390/0 BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 WEBS 4-12=-387/0,2-14=328/0,5-12=541/0,4-13=0/368,7-9=-351/0 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. -( 5c5,o PROre S 4w�\� ANGIN�F'Ys/O�9 870 2PE 'y �Aj, OREGO ti Q40 9or,4MBER .\\ S A. NECk EXPIRES:06/30/2017 October 12,2015 4 A 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 MiTeke 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 overat 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 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 R45630245 PL15-339_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 08:05:02 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-MgSd0SK0Ag3z11 Y95H5ivB0C?_gfzXzMnoSD?EyUBXV I 2-3-12 I I 1-2-0 1 1 1-0-0 1 2-6-0 I Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e o e o 0 0 '4.4 _.z. - 111111IIIIIIIIIIIIIIIIiiill \ J e e 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y- 12:0-1-8,Edgel,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 0.49 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. ���EO PROpfss mac\, ,,,NC'INEFR wO2y 87022PE r / N ..V 7 <c‘ NI OREGON ry° ,kr 9C141BER \\ \ OS1B H5 EXPIRES:06/30/2017 October 12,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with MiTekm 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 E' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile'k 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/1811 Qualify Criteria,DSB-89 and SCSI Building Component Safely Infomon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ratl Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630246 PL15-339_UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:05:02 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-MgSdOSKUAg3z11Y9sH5ivBOGB_kSzZgMnoSD?EyUBXV 1 2-6-0 1 1-9-8 1 1 1-2-0 1 1 1-3-4 1 1-6-0 1 1 2-5-8 1 1 1-2-0 A l 1-11-o 1 Scale=1:25.7 1.5x3 11 1.5x3 11 1.5x3 II 1.5x3 11 1 2 3 4 5 6 7 8 9 f. ® e 00011— 0 0e N er e a - e e e U 16 15 14 't 12 11 3x8= 1.5x3 II 1.5x3 II 1 46-8 15-1-8 15-8-8 I 8-8-12 I 11-5-4 112-04112-7-4 1 14-9-4 1 4-6-8 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,Edge1.18:0-1-8,Edgel,114:0-1-8,Edgel,115:0-1-8,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 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.23 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 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=357/Mechanical,13=706/0-3-8,10=225/0-2-4 Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-740/0,3-4=-740/0,4-5=-740/0,7-8=-324/0 BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 WEBS 2-16=-729/0,5-13=-594/0,5-14=0/446,7-13=-499/0,8-10=-364/0 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. ���Ep P R Ore ��5 �cNGjNEF^I /"2 �� 870 2 P E 9r yCD rN (1\Aj, OREGfN cit, Ai Po ‘M&ER \1 No n`s A. HERO‘ 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. WT.. 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 is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSB-89 and SCSI Guiding 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 R45630247 PL15-339 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 08:05:03 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-qs0?DoLex7BgwB7LQ_cxROZOgOxGivyV?SCnYhyUBXU I 2-6-0 I 1 1-0-10 1 1 1-2-0 1 1 0-11-2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 I /s a\I 0000.......... \ e a/e -\ 'I'C ! �T 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4= 12-8-10 I 11-6-10 112-1-101 19-0-4 I 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— f6:0-1-8,Edgel,17:0-1-8,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/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=831/0-2-8,11=831/0.4-4 FORCES. (lb)-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=0/1323,416=685/0,4-15=-28/296,5-15=266/0,6-15=69/599,311=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. '`�`('Q'ED OFFd'S 870 2PE r' , 7 N rcV Aj, OREGON ti�O�� 'AO 'MBER 1N \' �`7 A. HE?` EXPIRES:06/30/2017 October 12,2015 4 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MTelat connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN51/7II Quality 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 R45630248 PL15-339_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 08:05:04 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-13aNRSMGiRJhXLhY_i7A c6ZPoHURLAfE6yK47yUBXT 1 2-6-0 1 1 1-0-14 ii 1-2-0 110-11-2 1 Scale=1:33.2 • 1.5x3 11 3x6= 1.5x3 II 3x4= 1.5x3 11 3x4= 3x4= 1.5x3 11 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 N e I a O+• a \o o (�x�e N 1 16 15 14 13 12 �T 3x4= 3x8= 3x6 = 1.5x3 11 1.5x3 11 3x8= 3x4 = 12514 1 11-6-14 12-1-11 1 19-0-8 1 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— f6:0-1-8,Edciel,f7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 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/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=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=-3025/0,4-5=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=0/3661,14-15=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. �c9 PROFESS 4; qNG1 NFR /0'Ir ` ' 87022PE 9r N rN iv -7 -0), N ct3 lit -AO' 'w1'we :O �`s A. HEC" EXPIRES:06/30/2017 October 12,2015 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 8111.7473 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 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 MiTeie is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infonnalion 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 R45630249 PL15-339_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 08:05:04 2015 Page 1 ID:SygD?CTgSFZS1SNcS1ttIDzR3Xv-13aNR8MGiRJhXLhY_i7A c6coo0ERNUfE6yK47yUBXT 1 1-2-4 1 1 1-2-12 1 2-6-0 I 1 1-2-0 1 1 1-3-0 1 1-6-0 I 1 Scale=1:21.2 1.5x3 II 3x6= 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 s 0 N e .-- e e o� e • 14 7\ 12 11 10 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= I 1-5-4 I 8-0-8 1 8-7-8 1 9-2-8 1 12-2-8 I 1-5-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y)— 15:0-1-8,Edcie1,110:0-1-8,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) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 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 6-0-0 oc bracing. REACTIONS. (lb/size) 14=-585/Mechanical,13=1259/0-5-8,9=388/0-3-4 Max Uplift 14=-628(LC 4) Max Gray 13=1259(LC 1),9=388(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/824,3-4=-647/0,4-5=-647/0,5-6=-791/0,6-7=-791/0 BOT CHORD 13-14=824/0,11-12=0/791,10-11=0/791,9-10=0/494 WEBS 2-13=-738/0,2-14=0/1034,3-12=0/892,3-13=815/0,7-9=-594/0,7-10=0/389 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. 2 �� 870 2PE Ir-- cV> �4j, OREG N tis O4N -Ac FMBER 0�`9 A. He?, EXPIRES:06/30/2017 October 12,2015 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NIII Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate}Ns 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 property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/ it Qualify Criteria,DSB-89 and BCSI BuBding Component 7777 Greenback Lane M 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 R45630250 ' PL15-339 UPPER Eli Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:05 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-mF8leUNuTIRX9VGkYPePWpenRCoHAvUoTmhtcZyUBXS I 2-5-4 1 1 1-2-0 11 2-0-8 1 2-6-0 1 1 1-5-0 Scale=1:22.3 1.5x3 11 3x4= 1.5x3 11 3x4= 3x4 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 e a • e e e o O O N I N — e e e e e „ 1 11 10 M. 3x4= 1.5x3 11 3x4= 3x8= 3x4= 3-11-12 1 2-8-4 33-4 13-101 8-7-12 12-9-12 1 2-8-4 0-711 0-7110-4-8 4-8-0 0-1-1 4-0.8 Plate Offsets(X,Y)— F2:0-1-8,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 0.22 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=-565/0,34=-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. g<� NG N . 6'S /O 870 2PE r- ( '0j, OREG N (15 4./N 9O FMBER .\ Yp.�O �`S A. HE?' EXPI RES:06/30/2017 October 12,2015 c , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP!'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 R45630251 PL15-339 UPPER F12 Floor 1 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:05 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-mF8IeUNuTIRX9VGkYPeP WpenoCm9AvvoTmhtcZyUBXS 2-6-0 I 1-9-8 I I 1-2-0 I I 1-3-4 I 1-6-0 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 e e- o z * 00 N kr Ne e 10 9 8 3x4= 3x4= 3x4= 3x4 = I 4-6-8 1 5-1-8 1 5-8-8 I 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,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 0.20 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=0/757,7-8=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. 0 RP Opp G. ,,.,Nt,IN F,-0.0 i`2 Q� 8 12PE f,9r cocv 7 ,N i y A,, OREGO 1y� <v 9AM �O ( OS BER 1\A. Hec' EXPIRES:06/30/2017 October 12,2015 if I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Niii,. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cdteda,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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y l� a offsets are indicated. I I dimensions shown in ft-in-sixteenths(Drawings not to scale) Damage or Personal Injury MEEDimensions are in ft-in-sixteenths. iii4bh, 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. 0 1/f Q, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ IL\1111110 ) p bracing should be considered. O 111_� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. —. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate F- designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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. bytext in the bracingsection 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 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, 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 MiTek®All Rights Reserved approval of an engineer. ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® l Min size shown is for crushing only. Milo 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek* 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. 10/03/2015 MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-121 UP Fax 916/676-1909 3D 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:R41832602 thru R41832612 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. PROre ‘AGINEc�' sio Lz' 87022PE N 9AtcOREGON cld 4<U C' 44BER 1 °s A. Het'' 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. MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-121 UP Fax 916/6764909 3D 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:R41832602 thru R41832612 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. o,^ONIO449 �p tj • tvr 49639 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 3D R41832602 PL14-121_UP F01 Floor 17 1 Job Reference(ootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:54 2014 Page 1 ID SygD?CTgSFZSjSNcS1 ttIDzR3XV-dIDAkdT?Wq 1 gR6Aiu2whgSrzALaepINpCinHGIzOQRB 2-6-0 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 13x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 44444444444444%- - N O rp I ///` a \ O/® e\ ITI O 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-6-2 I 11-4-2 1Q-11-2,1 18-9-12 I 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edge1,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/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 (lb/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. 010N10 4 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 0$ v WAS.Xt, 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, �f' (--"7- 7-12=-756/0 � WG 7-12=756/0 .r r d NOTES { t ,*j Z N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. /'rV 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ''dI 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 © ��9� be attached to walls at their outer ends or restrained by other means. GISTS ' LOAD CASE(S) Standard 10NAL'' G 1 ,i,,, ..0. PR°P 0 ��ca , GINE cS, 2 87022PE 9f / y fi'a`,,, OREGON cF Q�N .1'C0(14//301 11 �,r� S Cl A. HE.— EXPIRES:06/30/2015 April 22,2014 t A WARNING-Ventf design garan€elnrs and READ WITS ON IRIS AND IN2tIGED MIEEft REFERENCE PAGE Mid-7473 re¢7/29,/27114 BUMF USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. NT 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�' e�* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fYi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 Hei hts,CA,95610 if Southern Pinre)SSP]hnrrlttes is spec ed,tate desigas Sakti.ere abase effective 06/01/2013 by ALSC 9 Job Truss Truss Type Qty Ply 3D R41832603 PL14-121_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 15.41:56 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-Z6Kw9JVF2RIOhQK40Ty9vtxLZ8PkHIx6fOGOKAzOQR9 I 2-6-0 1 1-9-8 1 1 1-2-0 1 1 1-6-0 11 1-1-12 1 1 2-5-8 1 1 1-2-0 1 1 2-0.8 1 1 1-40 1. 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 8 9 10 11 12 13 ® e l',4;- i 1 I ' om IIS _ . e a 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 11-5-412-0-41 1 17-4-12 I 21-5-12 I 8-8-12 2-8-8 0.7-00.7-0 4-9-8 4-1-0 Plate Offsets(X,Y): f4:0-1-8,Edgel,17:0-1-8,Edoel.f16:0-1-8,Edgel,f22:0-1-8,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/TPI2007 (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=0-7-0,15=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) ` -.ONIo „_ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ©o Q WASlt, . 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, C1 •G/ �+ 9-10=0/571,10-11=0/571,11-12=0/566 > fit Ic p 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, t 1_ '2i tl 15-16=22/297,14-15=286/61 '- WEBS 6-19=-504/0,2-23=705/0,4-20=540/0,7-19=-642/0,9-15=821/0,12-14=-66/308, q, 1 12-15=457/0,6-20=0/535 ,r F / 16 49639 ''� NOTES O,e, C17s'i'E1�Z, 1)Unbalanced floor live loads have been considered for this design. ' '',v 1 2)All plates are 3x4 MT20 unless otherwise indicated. k/oN#u 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanicatconnection(by others)of truss to bearing plate uapdble of willistarldtng 1-00-Ib-uplift-at-joints)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 3-10d(0.131"X 3")nails. Strongbacks to ajj PR 0p� be attached to walls at their outer ends or restrained by other means. s 7)CAUTION,Do not erect truss backwards. mac.'• Vr1GI s�O�9 LOAD CASE(S) Standard (c- 870 2PE CV -y��aj, OREGO r1�w1 On AP F 1&ER \� C"\ S A4. H-RSP EXPIRES:06/30/2015 April 22,2014 f _ ' ®W4RNNIAG-Verff dnaipn parameters and READ NOTES ON MIS AND MUDDEDMIIEK REFERENCE PAGE NII-1473 rag II 25/014 87f7REUSE 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 MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII 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 Heights,CA,95610 ffSouthwr Pose ISP/harntoes is spestfaa4 the design values are tisaneeft-waive 96/91/209,3 fay MSC Job Truss Truss Type Qty Ply 3D R41832604 PL14-121_UP F03 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 15:41:57 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-21u1MfVupIQFIZvHZATOR4TWSYngOmzFug?xtdzOQR8 2-5-4 I I 1-2-0 I 1 2-0-8 1 2-6-0 1 1 1-4-4 I Scale=1:22.2 1.5x3 H 3x4= 1.5x3 11 3x4= 354 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 e se o- o N N o e e e 1 11 10 * - 8 3x4= 1.5x3 11 3x4= 3x8= 3x4= 3-11-12 1 2-8-4 13-3 3-10-4 8-7-12 8�y4 12-9-0 I 211-4 0-711 0-7-0 0-'t-8 4-8-0 0-'1-8 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edae1.110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 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 (Ib/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift 8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) IONIo FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o Ov WAS.&. 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 r'lv, �' WEBS 2-12=-610/0,4-9=-841/0,6-8=123/255,6-9=-444/0 �`y (4"'� �*�= Q 155 N NOTES 1)Unbalanced floor live loads have been considered for this design. or 2)Refer to girder(s)for truss to truss connections. 4 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 0 „ 4�f13 ,9 4 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. �1S3T S� 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '��NAL 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 be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard '<( ss �C\C ��G1NE�19 ' -57 870 2PE <' y<n , t fi'0), OREGSN 20 J 9O,QS °' IER 1 A. Her }t EXPIRES:06/30/2015 April 22,2014 i a READ ONNI KARNTIYG-Yerff design yarams�rs and R.}fC iK17E5THIS Ff�2lalEO MITER REFERENCE PAGE MTI-7473 reg i j29f2�3&B�Rf 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 @�L erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M1 ek+ 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 Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Sauthean Pine oral lumber is specified,the design values ale these efftctlue 06/O1/2O1.S by Ai.52 Job Truss Truss Type Qty Ply 30 R41832605 PL14-121_UP F04 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:41:58 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-W VSga?W Wa3Y6wjUT7u_d_I0i3y7IlEmO6KIUP3zOQR7 I- 1-9-0 I I 1-6-4 I 2-4-12 1 1 1-2-0 I I 1-4-4 1 1-30 I Scale=1:21.0 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 0 4 0 0 -NNNNNI: o II 7N s o e 40100 14 13 11 10 9 3x4= 3x5= 3x6= 1.5x3 II 3x4= 3x4= I 5-2-0 I 12-0-12 I 5-2-0 6-10-12 Plate Offsets(X,Y): 15:0-1-8,Edgel,110:0-1-8,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 0.17 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 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:57 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:12-13. REACTIONS (lb/size) 14=200/Mechanical,12=588/0-5-8 (min.0-1-8),9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) ¶ONTO 46, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q TOP CHORD 2-3=-285/20,3-4=285/20,5-6=-390/0,6-7=-390/0 c§? Ov WAS)tr; BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 A'Q, (7- "`lY WEBS 4-12=387/0,2-14=328/0,5-12=541/0,4-13=0/368,7-9=-351/0 ,' (q- 40' _ ��0. �j NOTES '' 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. t 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 {- 4<*„_. " QISIS be attached to walls at their outer ends or restrained by other means. ' 'S 5)CAUTION,Do not erect truss backwards. .401SIALV LOAD CASE(S) Standard 11-11 ��Q,Etj FR QF4-�cS' wes. GI NE 'p 4. f� `x 87022PE f V(1/4 OREG•N SZY ' ' fiBER11 '' ' �` A. HE¢N4P EXP1 RES:06/30/2015 April 22,2014 A WARNING-Verity design yarasrefers and REAL NOTES ON THIS AND FN UDED MT1EI(REFERENCE PASSE Pfl1-1473 res 1/29/2718 075095USE 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 �gy�a,� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 Heights,CA,95610 if Sautheern Pirie(SP(5tun1baer is specified,the design values air those aftettive 0$//01/28#83 be ALSO;: Job Truss Truss Type Qty Ply 3D R41832606 PL14-121_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:59 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-h02nLX8KMgzYt3fhbVsXVZoIMMDUehYL_U2xVzOQR6 I 2-3-12 1 1 1-2-0 I I 1-0-0 I 2-6-0 I Scale=1:21.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 ® a ea 9 P O p r e- e O' e e ,o 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Edgel.110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud 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. 1ONIO ';L"' 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=0/1109or? ()V WASjrr, WEBS 3-10=0/263,2-12=-1310/0,6-8=1198/0,6-9=0/579,4-10=-545/0 r — ON Yr NOTES , r _, t 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. I' T 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 "d,i) 4963/ be attached to walls at their outer ends or restrained by other means. O , Q ,r4 LOAD CASE(S) Standard ' ZONAL \ <<- fc\ti° PRO,F4s c.N ‘AGI N s'©* 87022PE c.— // F(.12„ �'.-)j, OREGON rt)41 i 'S��,occy$ER .\ti �� S A. HSS EXPIRES:06/30/2015 April 22,2014 $ t ®WARNING-Verify design paramersandREADNGIESuNTtt7SAND1ftat#IIEEDMFTEKREFEREPA1PAGEMft-7473 rat 1/2/1214NEFOR USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. 1^ 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 !Alibi('�- et'� 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/TPII 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 Heights,CA,95610 if Southern Fharlsk"}!umbel is specas-asPeep vale's a le these effetefsre 06f01/2013 by MSC Job Truss Truss Type Qty Ply 30 R41832607 PL14-121_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 15:42:00 2014 Page 1 ID.SygD?CTgSFZSjSNcSIttIDzR3Xv-StaR?hYm5gog91esFJ053j51emmFD7ehaeEbTxzOQR5 I 2-6-0 1-9-8 I I 1-2-0 I I 1-3-4 1 1-6-0 I I 2-5-8 I I 1-2-0 1 1 1-11-0 1 Scale=1:25.7 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 ® e e e o--AN4444 %ii, - - r---% _ —e • 00001001 id o N N e e o e ee e �1 16 15 14 F/ 12 11 3x8= 1.5x3 II 1.5x3 I I I 4-6-8 15-1-815-8-8 I 8-8-12 1 11-5-4 112-0-4112-7-41 14-9-4 I 4-6-8 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.r8:0-1-8,Edael.114:0-1-8,Edgel,r15:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Inc' YES WB 0.23 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 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=357/Mechanical,13=706/0-3-8 (min.0-1-8),10=225/0-2-4 (min.0-1-8) Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) o'cONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-740/0,3-4=-740/0,4-5=-740/0,7-8=-324/0 ©c? O WASir„ jr BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 � A.WEBS 2-16=729/0,5-13=594/0,5-14=0/446,7-13=-499/0,8-10=364/0 s- ,1p` x �'} NOTES L' 1_,I ty 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. orr 3)Refer to girder(s)for truss to truss connections. .J c4. 410 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. � , 49b39 � 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUIPI 1. G735Iu \ 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 tosIQNAL be attached to walls at their outer ends or restrained by other means 7)CAUTION;Do Toter cot truss-W.Rwar ds. LOAD CASE(S) Standard 4�,,E1) PR°Pk s � �co. N&I N� 11 0. 87022PE 9r. cacv 7 4j, OR EG N ci,, 4/ 'O fi 8ER .\ : C> EXPIRES:06130/2015 April 22,2014 t t A t9ARNTNG-Verify design parameters and READ SOlES 07/7910 AND NUDEDMITESREFERENCEPAGEM11.7473 ma 1/29/2014&FFOR FUSE 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 Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �K �1@C* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,13511$9 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 South-eraPine¢SP}Lumber is specified,the design values ere those affective DO.1202.3 by:A.Lss Job Truss Truss Type Qty Ply 3D R41832608 PL14-121_UP F08 Floor 2 1 Job Reference(.ptionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:01 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-w48pCOYOs_whnBD2o0YKcwe9A9z3yTvrplz90OzOQR4 I 2-6-0 i 1 1-0-10 1 1 1-2-0 11 0-11-2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e a TII o I /- \ o or' V • • B11144111%. _ a 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4 = 12-8-10 I 11-6-10 112-1-101 I 19-0-4 I 11810 0-7-0 0-7-0 6-3-10 Plate Offsets(XX): 16:0-1-8,Edgel,f7:0-1-8,Edoel 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. olONIO 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 ©'3 4''V k . 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, CJ Ai' Gt . , 7-12=786/0 , /leQ tj NOTES 1Vlig. 1 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. 47 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '`d 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 C) �� 4T3I ' ! be attached to walls at their outer ends or restrained by other means. �'� � LOAD CASE(S) Standard .40NALV <cEp PROF? ss 87022PE r' / ' >� 757 fi'') OREGON co 4/ �o k--8ER .0 c,4 EXPIRES:86/30/2015 April 22,2014 i 1 A WARNING-Ved/ydesign parameters and'READ MOTES ON li/IS AND INClUDED 14115K REFERENCI PAGEMI1-7413rec1/29/2218BEFOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. M 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 k� i�•e * erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVB fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bolding 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 itSeut efr Pine ISP')ha-n±ar le apex ed,the design values see tene*fretthre O6/01f20L3 by AIS. Job Truss Truss Type Qty Ply 3D R41832609 PL14-121_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 M7ek Industries,Inc. Mon Apr 21 15:42:02 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-OGiBQMZOdH2YPLnEMj3Z88BKvZJHhw8_1 yjYgzOQR3 1 2-6-0 - -1 1 1-0-14 II 1-2-0 II0.11-2 1 Scale=1:33.2 1.5x3 11 3x6= 1.5x3 11 3x4= 1.5x3 11 3x4— 3x4— 1.5x3 11 3x6 = 1.5x3 11 1 2 3 4 5 6 7 8 9 10 s a e e e- / a/e �\e e o N1 / 9 N 1 16 15 14 13 12 3x4= 3x8= 3x6= 1.5x3 11 1.5x3 11 3x8= 3x4= 12-8-14 1 11-6-14 12-1-1. 1 19-0-8 1 11-6-14 0-7-0 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) 1/deft Lid 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/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=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. 01ONIO , 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=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 © �v WAS.Xtx, x�y� 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, 9 ec' .--- * (ri 6 7-12=789/0 1 % �, O d NOTES ' N i i 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)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 O tf,4 . + ZS '0 Tak �Al be attached to walls at their outer ends or restrained by other means. .:+ LOAD CASE(S) Standard SJONALV'- '� � Q, OPROp mac\. ,N('1 N E�� w,...., c:3. cc- 870 2PE <' cn cv 7 fi'oj, GREG N '19 X14/ "P O 8ER '‘ �" d4 HER P EXPIRES:06/30/2015 April 22,2014 t _ WARNING-Verfy design parameters and READ NO TES ON THIS AND I/9:"Zl/DED MIEN REFERE/(PAGE MII-1413 rex i/29/2EI4 B�REf15E Design valid for use only with M7ek 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 p�' �i'ft+ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i VI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII QualIty C°Beria,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.Pine 15P1 lumber is specified,the design ssxhtrs axe Shade effective 56/01/2013 in,ALSC Job Truss Truss Type Qty Ply 3D R41832610 PL14-121_UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 a Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:03 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-sSFZdiaeObAPOUMQwRaohLjY2zoGQPiBGcSF4GzOQR2 I 1-2-4 I I 1-2-12 I 2-6-0 I 1 1-2-0 I I 1-3-0 1-6-0 Scale=1:21.2 1.5x3 II 3x6= 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e o- N e � e- e e 0 14 12 11 10 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 1-5-4 I 8-0-8 16-7-8 I 9-2-8 I 12-2-8 I 1-5-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 15:0-1-8,Edoel.110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.53 Horz(TL) 0.00 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 6-0-0 oc bracing. REACTIONS (lb/size) 14=-585/Mechanical,13=1259/0-5-8 (min.0-1-8),9=388/0-3-4 (min.0-1-8) Max Uplift 14=-628(LC 4) Max Gray 13=1259(LC 1),9=388(LC 4) oloNro 'i.6' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ffi,r? O Vt(ASxt„ j^ TOP CHORD 2-3=0/824,34=647/0,45=647/0,5-6=-791/0,6-7=-791/0 V 4y ,--- BOT CHORD 13-14=824/0,11-12=0/791,10-11=0/791,9-10=0/494 s / Q a WEBS 2-13=-738/0,2-14=0/1034,3-12=0/892,3-13=-815/0,7-9=594/0,7-10=0/389 to (" '2. Ln I NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. '16 49639q+ 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=628. {} 01S'I`ER 2 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 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 Sp. be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �t_ PROP O 6-r, w...,- et �(NSF9 .�p)F Ct- 87022PE <- /` - '0j, OREGON c �W 9b in MSER 1\ EXPIRES:06/30/2015 April 22,2014 e _ + A WARNING-Verify design parameters and READ NOTES ONTMISAND TN(1UDEDMITEfmREFERENCEPAGE MIf-1473 m u 1129/1/id BEFORE 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 MiTek' �n erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fY6 e fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quaky Criteria,DSB-89 and SCSI Butding 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 South-ens Pine( lumber is specified,tate design values are U ase effective 06/01i2O13 by MSC Job Truss Truss Type Qty Ply 3D R41832611 PL14-121_UP F11 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 15:42:04 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-Kepxg2bH9vlGeexdU851 EZGjhNAJ9xiH VGCpcjzOQR1 I 2-5-4 I I 1-2-0 1 1 2-0-8 I 2-6-0I 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 II 1 2 3 4 5 6 7 e e o - r o N N e e ee 0 ,/ 1 11 10 �, 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 2-8-4 3-34 3-104 I 8-7-12 � 12-9-12 2-8-4 10-7-0 10-7-0 3'I$ 4-8-0 0-1- 4-0-8 Plate Offsets(X,Y): (2:0-1-8,Edgel,110:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft 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 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 (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) 'tONIo FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. c:f o. TASXt,,, ,\,t1 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=0/3701, G' WEBS 2-12=-610/0,49=841/0,6-9=-452/0 (' " O+ tt NOTES ,— N 1)Unbalanced floor live loads have been considered for this design. �1� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. �' .' 3)Provide mechanical connection(byothers)of truss to bearingplate capable of withstanding100 lb uplift at joint(s)8. � �f 49639 P P � � �"r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '-=IS I l u ' 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 to4QNAL be attached to walls at their outer ends or restrained by other means -- 6)C-AUTION Do-not trussi,aokwarda. LOAD CASE(S) Standard `r' 870 2PE r U, cV .;- �j, OREG N ti? 41t! 9O Ni‘M:6ER 1N On A. HARP EXPIRES:06/30/2015 April 22,2014 t i A WAR M-Verify design pasainelrsand REM NOTES ONTRESAND I I/DEDMITEKREFERENCEPAGEPfdi-1473rea1/29/2014 BUM 050 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �D 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 '4Q�+ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 Heights,CA,95610 It Southern Pew(SP)lamberts specified,she design values axe these effective 06/03/21313 fry ALSO Job Truss Truss Type Qty Ply 3D R41832612 PL14-121_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 15:42:05 2014 Page 1 ID SygD?CTgSFZSjSNcS1 ttIDzR3Xv-prNK2OcvwCQ6GoWp1 scGmmpuonTQuNNQkwxM99zOQR0 2-6-0 1-9-8 11 1-2-0 1 1 1-3-4 1 1-6-0 Scale=1:16.5 1.5x3 11 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 11 1 2 3 4 5 6 o a o 0 N N ‘ aa e e \xP 10 9 8 3x4= 3x4= 3x4= 3x4= I 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 1 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(XX): 18:0-1-8,Edoel,19:0-1-8,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 0.20 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 Ina- 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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. IONIO N, TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 O ov Bay*fit,` WEBS 2-10=738/0,5-7=-572/0,5-8=0/382 (3 $ , i.2,.7-1-- r NOTES `, ., co ii 1)Unbalanced floor live loads have been considered for this design. ita 2)Refer to girder(s)for truss to truss connections. s 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 547 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,.,,t 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 {? {t3 be attached to walls at their outer ends or restrained by other means. 9 �-- — LOAD CASE(S) Standard �''1ONAL ',ICI co RR 0 -4- z 870 2PE mac' T cNt P aj, ti OREG N a 1/ 4.1 �" A. HER�\>. EXPIRES:06/30/2015 April 22,2014 t AWARNING-Ve f design farametrsand RFAC6SIESuNTHIS AND INCLUDED MITER REFERENCE PAGEMII-7473mn 1/29/201/BEFDRE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Pill 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 S��e�« erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1}/� fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/T111 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 Heights,CA,95610 If SautPtern Fine ISP)tumbrel Is specified,the design values ere these effective 06/D1f3683 by ALSC Symbols Numbering SystemaGeneral Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /q I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 j rY Mr,. Dimensions are in ft-in-sixteenths. 111;64„ 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 Q A 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I mir-iiNEbracing should be considered. 1-� IlLE._ 1\111111 : 2 �� 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. ._ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 1-- c.-7 designer,erection supervisor,property owner and plates 0 'Ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Lnless otherwise noted,hot exceed 19%at timletof fabure rication.lumber hall PLATE SIZE PRODUCT CODE APPROVALS 9. Lnles expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-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 amber for dead load deflection. the length parallel to slots. 11. late,type,size,orientation and location dimensions i dicpted are minimum plating requirements. LATERAL BRACING LOCATION L mher used shall be of the species and size,and Southern Pine lumber designations are as follows: i allespects,equal to or better than that i� Indicated bysymbol shown and/Or SYP represents values as published s eciiied. �i Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. w• Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 1 b.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 crushin Orll ®lMil Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Y 18 project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.f$eview all portions of this design(front,back,words Plate Connected Wood Truss Construction. rid pictures(before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. rTek7 not sufficient. BCSI: Building Component Safety Information, 20.Ibesign assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTeke y4.,,,P t. c 7777 Greenback Lane,Suite 109 CItrus Heights,CA 95610 Telephone 916-676-1900 Fax 916.676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: I, 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, RO ` " ► 81022PE ttt ;. *.4,74 08 A EXPIRES: 640-19 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations D CONFORMS TO DESIGN CONCEPT CON WITH CONFORMS TO DESIGN CONCEPT D Tor jooTEDDEsm N CONCEPT AL 0 NON-CONFORMING-REVISE&RESUBMIT El CONFORMS TO DESIGN CONCEPT WITH T,IS,,,,,P 1,,,,,Mtle HAS BEEN 12,,,,,,,,,EOR 3ENFR,CON,C,RMANC. REVISIONS AS SHOWN W,,H ,,,ial 0,,,,,PT ,ii V AM D.,S N•01 PaIEV, i.,F ,ABPLATCPMEN,,,OF RE,POWIBILi7r ::ONF,R.4 ,k11,i Dn,C3,4 ...INGS SPEOFIC,IONS A,D,,,,XAL:C,LES ALL,,0,40N HAVE [1 NON CONFORMING-REVISE AND RESUBMIT ,,,,,,Jr,OWR T,IS SHOP Iln,,ING By Alexia Fukui Date 9/22/14 37.-0THIS SHOP DRAWING HAS B'EN REVIEWED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 11-Ir FABRICATOR/VENDOR OF RE PONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPE IFICATIONS ALL OF WHICH HAVE PRIORITY DOER THE, "HOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 1 ..e— By: T R. on AR Date: September 19, 2014 Tr— \ Wall) CTE I , ER/IG INC 1 J1 J1 CJ2 Iri v4 r CJ3 i J3 !io_ CM 4. i , J4 01 , CJ5 12 —J5 8t CJ6 —JO , / _ .. / —J7 J8_ _J8 a A J9 r Igi'bila VI 2? 4 4 J9— __4J9 J8_ e ,... . .... . a — J8 - J7— / • —J7 a_ — J8 J5 EINEM /ece mn J5 J4 J4 J3 . J3 a \ a II :12 'Mt 12 \ J1 J1 A ..... , 4 - ...... 151 8J3 ,fir 'I*" ' 4 10 12 . P 49°12 IIPt' SJ3 c., At-12 1 1 i i•.Im,,.. L „ , AR .mu 40.6) <Imo AR a_ a. 11'0 15t0" 371-17 -1 111-0" 4 GARAGE -I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL Momr, Ille A b PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 3DDESINFORMATION.BUILDING IGNER/ENGINEER OF RECORD ' FA RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3 / D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS 'A COMPANY' DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. GARAGE RIGHT 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 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-1988(MiTek). vDPROpp ,# �ti s , if?,, -,,,, :,..it i V �v 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-14=(-1640) 5491 14- 3=) 0) 200 2x6 KDDF #1&BTR T2, T3 2- 3=(-6334) 1973 14-15=(-1644) 5489 3-15=( -306) 243 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(.6221) 2152 15-16=(-2605) 7338 15- 4=( -441) 1714 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4. 5= 0) 0 16.17=(-2821) 7853 15- 6=(-2321) 1071 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5528) 1960 17.18=(-2605) 7338 6-16=( -70) 668 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 6- 7=(-7588) 2804 18.19=(-1644) 5489 16- 7=( -420) 325 BC LATERAL SUPPORT <= 12"OC. UON. TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8=(-7588) 2804 19.12=(-1640) 5491 7-17=( -420) 325 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8.10=(-5528) 1960 17- 8=( -70) 668 9-10=( 0) 0 8-18=(-2321) 1070 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7 +DL 116.7)= 533,3 LBS @ 10'- 0.0" 10-11=(-6221 2152 10-18=( -441) 1714 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7+DL) 116,7)= 533.3 LBS @ 31'- 0.0" 11.12=(-6334) 1973 18 .11=( -307 242 12.13=( 0) 84 11-19=( 0) 200 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 20.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1049/ 3527V -117/ 117H 5.50" 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 41'- 0.0" -1049/ 3527V 0/ OH 5,50" 5.64 KDDF ( 625) JT 2, 12: Heel to plate corner = 1.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soaping.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.436" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.864" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0' Allowed = 0.222" MAX HORIZ. LL DEFL = 0.130" @ 40'- 6.5" MAX HORIZ. IL DEFL = 0.214" @ 40'- 6.5" 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 21-00-10 9-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-03 4-04 0-06 084-11-15 5-06-06 5-06-06 4-11-150-06-08 4-04 5-01-03 Truss designed for wind loads in the plane of the truss only. T T ' 533.3Q# ' f T 4433.30# '' T 6.001/ M-7x8(S) ''--.I 6.00 M-5x12 M-5x12 5 1-6x6 7 0.25" M 8x6 ?2,..., 99 ' T3 c.1 M-3x4 -3x4 3 Ai + 1 r, M-4x12 'Thil M-4x12 co c 1 ' 14 15 16 T AIL 18 19 ~1 3 o M-1.5x3 M-4x10 0.25" 0.25" M-4x10 M-1.5x3 0 M18HS-7x14(S) M18HS-7x14(S) ,1 > 1, 1, .) ), /, y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 y y y y 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - Alss l~ ) .,_ / Scale: 0,1567 /5// Q WARNINGS: GENERAL NOTES,unless otherwise noted: 04,4-4 a92,* �PE 1„",. 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 and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s s: Al 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" E E 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by I is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �!i 4-y. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �/ w 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. -rr„s OREGON 1(+r SEQ. : 6051164 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�� design loads be applied to any component. and are for"dry full bearing of use. /,r+, 'II' ,�4, 2:6N :6 �`.C- TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If C! necessary. /1/, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -'. it?RIO- 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 111111111111111111111111111111111111 III TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincide with joint centerinches.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-1988(MiTek) EXPIRES:12/3112015 Df31+/ 01 111111ILII This design prepared from computer input by PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2-14=(-1158) 2709 14- 3=( 0) 136 2x6 KDDF #1&BTR T2, T3 SPACED 24.0° O.C. 2- 3=(•3153 1499 14-15=S•1160 2708 3.15=( -151) 109 BC: 2x6 KDDF #1&BTR 3- 4=(•2923) 1500 15-16=(-1484) 3432 15- 4=( -326) 934 WEBS: 2x4 KDDF STAND LOADING 4. 5=( 0) 0 16-17=(-1575) 3699 15- 6=(-1122) 557 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2558) 1381 17-18=(-15663432 6.16=( -13) 367 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3560) 1764 18-19=(-1264) 2708 16- 7=( -230) 137 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-35601764 19-12=(-1262) 2709 7-17=( -230) 137 8-10=(-2558) 1381 17- 8=( -13) 367 LL = 25 PSF Ground Snow (Pg) 9.10=( O) 0 8.18=(-1122) 557 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2923) 1500 10.18=S -326 934 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3153) 1498 18.11=) -152) 107 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 84 11.19=( 0) 136 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES vertical members (uon). 0'- 0.0" -388/ 1912V -118/ 118H 5.50' 3.06 KDDF ( 625) 41'- 0.0' -388/ 1912V 0/ OH 5.50' 3.06 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167° MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222° MAX LL DEFL = 0.240" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.413" @ 20'• 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.070" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.102" @ 40'• 6.5" 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=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 13-03-11 14-04-10 13-03-11 (All Heights), Enclosed Cat,2, Exp.B, MWFRS(Dir), ,' T f ' load duration factor=1.� 5-01-03 4-04 3-05-09 2-00-14 5-06-06 5-06-06 2-00-14 3-05-09 4-04 5-01-03 Truss designed for wind loads in the plane of the truss only. 12 5 9 12 6.00 V M 7x8(S) ` X16.00 M 4x6L M-3x4 0.P5" M-3x4 M 4x6 . �, 8 7- y T B 0. c.1 3. M-3x4 M-3x4 p 3 +. + 1 \/\ . c7 e�T r, JD1•0•01---j 14 15 1fb T 18 19 A\3 IM-3x8 M-1.5x3 M-3x8 0.25" 0.25 M-3x8 M-1.5x3 M-3x8 r o M-7x8(S) M-7x8(S) y ), y ), ), ), ), )- y y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 ), y 1-08 41-00 1-08 0 PRQp JOB NAME : POLYGON 3-D NH - A2Scale: 0.1582 GJ.' 9f+� c WARNINGS: GENERAL NOTES,unless otherwise noted: "44tl 5/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' I'92•0 P E ('` Truss: A2 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: EE is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectively unless braced throughout their length by ✓ ~ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). JIB!- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r-� it SEQ. 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 j,/ S E Q. : 6051 165 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, , °� *ks design loads be applied to any component and are for"dry condition"of use. f,"+, .� 4 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if / 1 t� 1, fabrication,handling,shipment and installation of components. necessary. S- 7.Design assumes adequate drainage is provided. `r`/, 1 s,1.r,,., IIIIII II I VIII I III VIII I III II II III III 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 1l TPIM/rCA 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 E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-928) 2666 3-14=(-164) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3079 1188 14-15=(-768) 2430 14- 4= -43) 351 WEBS: 2x4 KDDF STAND 3- 4=(-2873) 1151 15.16=).581) 2095 4-15=)-524 366 LOADING 4- 5=(-2321) 1029 16-17=(-818) 2383 15- 5=(-264) 722 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0 0 17-12=(-978)) 2623 15- 7=(-226) 169 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2006 1001 7-16=(-226) 169 TOTAL LOAD = 42.0 PSF 7- 9=(-2006) 1001 9-16=(-264) 722 8- 9= 0) 0 16.10=(-524) 366 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2321) 1029 10.17=( 43) 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=)-2873) 1151 17-11=(-164) 204 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3079) 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=( 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -303/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -303/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.171" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.333" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" ' MAX HORIZ. LL DEFL = 0.074" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 40'- 6.5" 0-04-08 0 04 08 NOTE:Design assumes moisture content does f'r "f not exceed 19'h at time of manufacture. 16-07-11 1 7-08-10 16-07-11 Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-10-05 3-10-05 5-05-11 5-02-03 5-07-06 system and components and cladding criteria. T f f TT T T1- T T 'f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 6.001/ M-4x6 M-4x6 \I6,00 load duration factor=l.G, M- 5x6(S) M-3x4 8 Truss designed for wind loads ...4.14,444444441 in the plane of the truss only. M-5x6(S) 0.25"00000.° 0.25" g� I /\ 5x315x3 Cd + c M-1.5x3 1 M 3 co o 1�1M-3x8 M-3x4 14 1u.25" 0.256 M-3x4 M-3x83 o M-5x8(S) M-5x8(S) ,1 1, y 1, y y 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 y y y y 1-08 41-00 1-08 cktJOB NAME : POLYGON 3-D NH - A3 s PROP 6� Scale: 0.1587 r? 1 fry5/l / WARNINGS: GENERAL NOTES,unless otherwise noted: J/ G OWE ,". t.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual i' Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and properf 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. if f,/ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at t!0 DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility ofthe erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / IZ. �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. - OREGON ((j SEWTRANS I D: 407533 . : 6051166 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "�. 4, \t0` /C� design loads be applied to any component. 5.CompuTros has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if end are for"dry condition"of use. 4\ .'91, 14 2P ..'*J necessary. f�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. f-f R'1-s,.°'*.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 I(VIII I III VIII I I I VIII III IIII TPIMIrCA in SCSI,copies of which will be famished upon request. git coincideitwith joint acenter lines. 9. Digits indicate size of plate In inches. r7 Jrrn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) EXPIRES:�(E"�`j,1 2J o1/G V 15 1IIOH1 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1235) 2645 3-13=(-165) 188 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3058) 1533 13-14=(-1090) 2406 13- 4=( -30) 351 WEBS: 2x4 KDDF STAND; 3. 4=(-2852) 1500 14.15=(-1004) 2070 4.14=(-524) 304 2x4 DF STAND A 725 LL( 25.0)+DL( 7.0)LONDTOP CHORD = 32.0 PSF 5- 6=)ING 4- 2290)) 1400 16-12=5 (-1243) 2498 114- 7=2327 14- -230 5=(-356) 289 TCLATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1986) 1311 7-15.(-250) 289 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1975 1285 9- 5=(-365) 720 B- 9= D 0 15-10.(-492) 292 LL = 25 PSF Ground Snow (Pg) 9-10.(-2287) 1377 10.16=( -66) 313 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11. -2785) 1492 16.11=) -98) 231 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2969) 1541 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -426/ 1908V -179/ 189H 5.50" 3,05 KDDF 625 vertical members (uon). 40'- 9.0° -356/ 1711V 0/ OH 5.50" 2.74 KDOF ( 625) ** For hanger specs. - See approved plans Connector plate prefix desi nators: ICOND. 2: Designhe ccked for net( p ) uplift at 24 "Sc s ao ctng C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.207" @ 20'- 6.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.320" @ 20'- 6.0' Allowed = 2.656" 0-11-04 MAX HORIZ. LL DEFL = -0.085" @ 40'- 3.5" T f MAX HORIZ. TL DEFL = 0.120" @ 40'- 3.5" 0-11-04 NOTE:Design assumes moisture content does T '' not exceed 19% at time of manufacture. 19-11-11 1-00-10 19 08 11 Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 system and components and cladding criteria. T /1 ' ' '1 T T '/ 1' T Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 6.001/ I -31 '''--.1 6.00load duration factor=1.6 ` Truss designed for wind loads M-4x6 �M-4x6 in the plane of the truss only. M-5x6(S) 5 7 M-5x6(S) 0.25" • .4%.40140000 0.25" Cd *1Op M-1.5x3 +' + 4/7\ ,- *M-1.5x3 1 Nsit,. M-4x6 0 0 1�M-3x8 M-3x4 13 10.25" 0.251 ,5 M-3x4 �2 0 M-5x8(S) M-5x8(S) y y 1, y )- y y 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 y 1-08 40-09 JOB NAME : POLYGON 3-D NH - A4 'co PRor Scale: 0.1594 15%1 bI- WARNINGS: GENERAL NOTES,unless otherwise noted: 144 !!J/// �`!f T y 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/*PE {" T r u s s: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown o. 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) rywall(BC). �' !r DATE- 9/5/2014 responsibilitybuilding re Impact plywood c and/or 1 it the overall structure is the res onsibilit of the designer. 3.2x bridgingor lateral bracingrequired where shown++ I1 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 f, S E Q Sh [ TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. '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 O k 1 4, �tti' fabrication,handling,shipment and installation of components. necessary. f 7.Design assumes adequate drainage is provided. 41 'I:? ,,. 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 fl 1 1 111111 10 II VIII I III I Ill III III III IIIITPIM?CA In BCSI,copies of which will be famished upon request nes 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-1988(MiTek) EXPIRES:12/31/2015 1E 141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KDDF Hi&BTR SPACED 24.0" O.C. 2- 3= -3056) 1179 9.10=(-737) 2328 9- 4=(-209) 552 WEBS: 2x4 KDDF STAND; 3- 4=•2909) 1238 10.11=(-408) 1699 4-10=(-679) 516 2x4 DF STAND A LOADING 4- 5=(-2367) 1159 11.12=(•706 2169 10- 5=(-432) 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2357) 1171 12. 8=(•975; 2527 5.11=(-421) 1034 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2852) 1304 11. 6=(-652) 507 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2991) 1237 6-12=(-260) 495 12- 7=(-243) 332 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) ate prefix desi nators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF 625 Connector ppl C,CN,CI8,CNl (or no prefix = CompuTrus, Inc THE BOTTOM CHORD DEADLOAD IS A MINIMUM OF 10 PSF. 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND 2: Design checked for net(-5 sof) uplift at 24 'oc s acg ing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.179" @ 15'- 11.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.333" @ 15'- 11.0" Allowed = 2.656" MAX HORIZ. LL DEFL = 0.070" @ 40'- 3.5' MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 20-06 20-03 Design conforms to main windforce-resisting system and components and cladding criteria. 7-01-07 6-08-04 6-08-04 6-08-04 6-08-04 6-10-07 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0 ASCE 7.10, i' T T' i T '1' '1 T (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.� 6 .001/ M-4x6 6.00 Truss designed for wind loads in the plane of the truss only. 4.0" 5 4 M-5x8(S) nib, `+� M-5x6(5) k,1' 0.25" 0.25" 0o t. to o M-1.5x3 M-1.5x3 - o NIIIIIIIIIIIIIIIIIIIIIIri M 4X6 o _14 kb A rn 0 00000°"4.4 1 1M-3x8 M-3x4 18.25" 0.25'1 M-3x4 12 * o M-5x8(S) M-5x8(S) k y > ; y > 8-05-08 7-05-08 9-02 7-05-08 8-02-08 y y y 1-08 40-09 WEDGE REQUIRED AT HEEL(S). _ pe JOB NAME : POLYGON 3-D NH - A5 41 � � `� ' Scale: 0.1594 C7 s '71511 f(' WARNINGS: GENERAL NOTES,unless otherwise noted: 4 I 7 A 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 individualC. t 92 S S.P E (- Truss: A5 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. r�� , r�.. DATE: 9/5/2014 phi gRs ( ) - the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A" .`�. 4.No bad should be applied to any component until after an bracing and 4. Installation of truss Is the responsibility of the respective contractor. ^7x OREGON S E Q. : 6051168 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, , .. '4 Ac 4, design loads be applied to any component, end are for"dry condition"of use. / 'Q'r r Cj -u. TRANS I D: 407533 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 d �SYs necessary. t1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R ti.-‘" 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 111111111111111111 TPI WfCA in SCSI,copies of which will be furnished upon request. lines coincide with jointacenter lines. 9. Digits oincide size of plate In Inches. rr�[[ MiTek USA,Inc./CompuTrus 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 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 84 2.10=(-1559) 3939 10- 3=( -317) 970 7-15=(-254) 518 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2- 3=(-4577) 1807 10-11=(-1445) 3617 3-11=( -781) 457 15- 8=(-242) 332 WEBS: 2x4 KDDF STAND; 3. 4=(-3233) 1253 11.12=) -994) 2849 11- 4=( 0) 363 2x4 DF STAND A LOADING 4- 5=(-2593) 1137 12-13= -776) 2356 4-12=( -690) 290 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238 115513-14=( -408 1627 512=( -295 967 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2245) 1139 14-15=1 -708) 2143 5-13=(-1270 667 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2821 1303 15- 9=( -974) 2528 13- 6=( -449) 883 8- 9=(-2992) 1236 6.14= -385) 1024 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -650 500 ** For hanger specs. • See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -321/ 1908V •227/ 237H 5.50" 3.05 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'• 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.234" @ 14'- 5.5" Allowed = 1.992" MAX TL CREEP DEFL = -0.427" @ 14'- 5.5" Allowed = 2.656" MAX HORIZ. LL DEFL = -0.107" @ 40'• 3.5" 20-06 20-03 MAX HORIZ. TL DEFL = 0.176" @ 40'- 3.5" T T T NOTE:Design assumes moisture content does 2-09 5-10-04 5-10-04 6-00-08 6-08-04 6-08-04 6-10-07 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 M 4X6 system and components and cladding criteria. 6.00 X16"00 4.0" Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 „X (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i� load duration factor=l.6, M-5x6(S) Truss designed for wind loads in the plane of the truss only. M 3x a 0.25" M-5x6(S) 0.25" M 1.5x3 M-3x5 3 r M-3x8 ltlf M-4x6 n o on as 11 as 1� \ee FA a •; o M-5x8 M-3x4 M-5x10 13 0.254 15 **s� M-3x6+ M-3x4 O a 2 75 M-3x6+mil 5x6 M-5x8(S) 12 aa-2xwedge 2.75 12 ) ) y , ) y y )' , ,F-05-08 5-10-04 6-01-12 ,2-00), 8-00-07 8-00-07 8-02-10 y y1 -08 -05-08 12-00 2-00 24-03-08 y 1-08 40-09 JOB NAME: POLYGON 3-D NH - A6 , x. P tF c Scale: 0.1594 ,,GJ /1(ygJ r1 WARNINGS: GENERAL NOTES,unless otherwise noted: ! �r+'/J '17 ' 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 `92.11§P E %- Truss: A6 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: EE is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). *may - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 4SEQ. : 6051169 .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 '{4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, 4.- -.7 \CX ,r(, design loads be applied to any component. and are for"dry condition"of use. /�+, )s (� TRANS I D: 407533 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 tO '(4, 2• 4 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage istruss, provided. 'fi n t �,,. 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 1l M IIII I I II II II I II III IIII VIII III IIII TPI VJfCA in SCSI,copies of which will be furnished upon request. git coincide with jointacenter 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-1988(MiTek) EXPIRES:12/31/2015 11E 0111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1853) 3909 14- 3=(-384) 963 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4566) 2218 14-15=(-1717 3589 3.15=(-762) 437 WEBS: 2x4 KDDF STAND; 3- 4=(-3238) 1634 15.16=(-1286) 2831 15- 4=( 0) 362 2x4 DF STAND A LOADING 4- 5.(-2585) 1496 16-17=(-1035) 2300 4-16=(-722 339 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2171 ) 1427 17.18=(-1012) 2068 5.16=(-380) 979 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=(-1105) 2328 5-17=(-993) 465 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(.1985 1329 19-13=(-1245) 2497 6-17=(-404) 698 B-10= .1980) 1287 17- 8=(-274) 276 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 B-18=(-202) 300 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2291 1379 10.18=(-365) 704 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2784) 1495 18-11=(-487) 293 LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. 12.13=(-2968) 1544 11.19= -68) 303 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19.12=) -98) 231 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) ** For hanger specs. - See approved plans vertical members (uon). 0'- 0.0" -427/ 1908V -179/ 189H 5.50" 3.05 KOOF ( 625) 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) Connector plate prefix designators: ICOND. 2: Design checked for net(-5 osf) .plift at 24 "oc spacing.! C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.258" @ 14'- 5.5" Allowed = 1.992" 19-11-11 1 1-00-10 19-08-11 MAX TL CREEP DEFL = -0.412" @ 14'- 5.5" Allowed = 2.656" T I T T T MAX HORIZ. LL DEFL = -0.129" @ 40'- 3.5" 5-10-04 1-09 08 0-1111-04 3-03-12 5-02-02 MAX HORIZ. TL DEFL = 0.181" @ 40'- 3.5" 2-09 5-10-04 3-03-12'0-11-�04 5-05-10 5-04-05 NOTE:Design assumes moisture content does f f . ' . . . . f f not exceed 19% at time of manufacture. 16-06-08 16-03-08 Design conforms to main windforce-resisting M-3x4 T . system and components and cladding criteria. 12 7 9 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.001.---" 'I 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N1-4 6 1 -4x6 load duration factor=l.6 M-3x40a 8 t•10111-4x6 Trinuss thedplaneed offor thewind trussoads only. 0"25" M-5x6(S) N M-5x6(S)0.25" o4 0 0, M-1.5x3 M-3x5 .41111111111 M M-3x8 /`nam„! \610%**4.......%414...rp,Ailillhhi M-4x6 0"::: m, as 15 as ice,=>t pi WO * = o so 2__. M-5x8 M-3x4 M-5x10 17 0.2518 M-3x4 13 o a 2. 756 + M 2 76+ x10 M-5x8(S) 12 aa-2xwedge 12 y ) )' ,k ) )" y ), , 2-05-0$ 5-10-04 6-01-12 -0 8-05-04 7-09-02 8-01-01 8 ;2 0; y ,1-082-05-08 12-00 2-00 24-03-08 y 1-08 1 40-09 JOB NAME: POLYGON 3-D NH - A70 �`�PR s Scale: 0.1460 c„ {G �� Q WARNINGS: GENERAL NOTES,unless otherwise noted: A. r-� C 17 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 1•.P E r Truss: A7 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d all BC. �r DATE: 9/5/2014 gas ( ) � the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ kM. �(,�' 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. 7r ,q�OREGON SEQ. : 6051170 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�r syfl _{ design loads be applied to any component. and are for"dry condition"of use. f "7./' 2.6 'T' TRANS I D: 407533 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 1 `s necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i . 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 (IIII III VIII I III VIII I III VIII III IIII TPIIVJfCA In SCSI,copies of which will be furnished upon request. Digit coincide with Joint center nche. e. Digits idsize of t plate in clines. +1n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12J3112Q15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 21 0) 84 2.15=(-1424) 3933 15- 3=(-286) 969 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4594) 1730 15-16=(-1321 3611 3-16=(-764) 392 WEBS: 2x4 KDDF STAND 3- 4=)-3262) 1247 16.17=( -935) 2852 16- 4=( 0 362 LOADING 4. 5=(-2608) 1110 17-18=( -671) 2321 4-171-722) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2192) 1085 18-19=( -588) 2094 5-17=(-300) 964 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM ) 522 CHORD LOAD= 42.0 PSF 6- 8=(-2005) 1012 20-13=( -982) 2622 6-18=(-337) 706 8-10=(-2010) 1002 18- 8=(-271) 158 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 8.19=(-179) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2325) 1031 10.19=(-263) 706 BOTTOM CHORD CHECKED FOR) A 20 PSF LIMITED STORAGE 11-12=(-2872) 1155 19-11=)-519) 367 LIV341 OVERHANGS: 20.0" 20.0" THEEBOTTTOMAT CHORDADEAD(LOADPED ISIAIMINIIMUMBC OF2012.110 PSF. 13-14=12-13=( 3070) 1192 84 20-12=11-20=)-164) 203 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -304/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) III • I. .I I. , . .. - . e, 'I, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.217" @ 14'- 5.5" Allowed = 2.004" MAX TL CREEP DEFL = -0.422" @ 14'- 5.5" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" 16-07-11 7-08-10 16-07-11 MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" 5-10-04 1-09-08 3-10-05 0-04-11 5-02-02 MAX HORIZ. LL DEFL = 0.111" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.185" @ 40'- 6.5" 2-09 5-10-04 0-0�4-11 3-10-05 5-05-10 5-07-05 NOTE:Design assumes moisture content does �� not exceed 19% at time of manufacture. 16-06-08 16-06-08 Design conforms to main windforce-resisting T '1 T '1 system and components and cladding criteria. 12 M-4x6 M-4x6 12 67 M-3x4 9 0 Wind: 140 m ht h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 6.00/ M-3x4 o 8 M-5x6(S) Q 6.00 (All eights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), M-5x6(S) 5 load duration factor=1.6 Truss designed for wind loads 0.25" in the plane of the truss only. 0.25" o 4,4444,1444 N / U, 04. 0 2 1.5x3 O1 M-3x 3 AIIIIIIIIIIbllhb' m M-3X8 Mv -�_ .as 16 aai' rElt-N= `-' v 0 1 2 M-5x8 M-3x4 M-5x10 18 1s 20 �r%4 0 M-3x6+ aa-2xwedge M-3x6+ M-5x10 0.25' M-3x4 M-3x8 0 2.75 2.75 - M-5x8(S) 12 12 ), ), ., ), ; J' y )' , 2-05-0$ 5-10-04 6-01-12 y2-0 8-05-04 7-09-02 8-04-01 y y ,1-08i-05-0888 12-00 2-00 24-06-08 y1-088 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A8 -',, ,P� �' ops Scale: 0.1450 �c o NE. zap WARNINGS: GENERAL NOTES,unless otherwise noted: .J ff 1.^yy , 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 '":7G.11i P E f"r Truss: A8 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. " .. igi 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,r''+ - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r/. (,�^ SE /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. -r OREGON "cI S E Q. : 6051171 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. /�*, �',r rL(/` J TRANS I D: 407533 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if o 7 4, l- fabrication,handling,shipment and installation of components. t,..1.10- necessary. - - 7.Plates assumes adequate drhinace is truss, RIO- 111111111111111111 I 5,,. 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 IIIIII VIII VIII I II ILII I I I IIII I IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. it coincideiitwithizjointacenter che, 9.Digits indicate size of plate In inches. 1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131f2015 1E IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-16=(-1841) 4309 16. 3=( -426) 1118 23-13=(-155) 93 2x6 KDDF #1&BTR 72, T3 SPACED 24.0" O.C. 2- 3=(-4946) 2249 16-17=(-1633) 3778 3-17=( -653) 328 13.24=( 0) 148 BC: 2x6 KDDF #1&BTR 3- 4=(-3556) 1706 17-18=(-1318) 3139 17- 4=( -28) 230 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3206) 1641 18-19=(-1435) 3304 4.18=( -339) 157 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2833 ) 1501 19.20=(-1466) 3423 18- 5=( -504) 1104 TOM 505 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTOTALCHORD LOAD = 42.0 PSF 6- 8== 10.0 PSF 5- (- 3358) 1775 21-22=(-1576) 8-3732-1438335416.19=( -267) 756 BC LATERAL SUPPORT <= 12"OC. UON. 8- 114 LL = 25 PSF Ground Snow (Pg) 9-10=(-3473) 1776 23-24=0 (- 1256) 2707 20- 8=3453 19- ( -687) 363 10-12=(-2556) 1384 24.14=(-1253) 2708 8-21=( -160) 469 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 21- 9=( -171) 181 ALL FLAT TOP CHORD AREAS NOT SHEATHED , REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2917) 1504 9.22= -348) 128 13-14=(-3152) 1490 22-10=( -4) 363 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=( 0) 84 10-23=(-1147) 542 OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-23=( -330) 937 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -389/ 1912V -118/ 118H 5.50" 3.06 KDDF ( 625) M-3x4 where shown; Jts:4,6,10,13,17,21 41'- 0.0" -389/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacingi M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.271" @ 20'- 1.8" Allowed = 2.004" MAX TL CREEP DEFL = -0.472" @ 20'- 1.8" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.096" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.143" @ 40'- 6.5" 13-03-11i 14-04.10 13-03-11 NOTE:Design assumes moisture content does '1' 1' T T not exceed 19% at time of manufacture. 2-11 3-02 3-04 2.03-0 1-03' 6-00-01 5-10-05 2-01-013-05-12 4-02-03 5-02-13 T T T T (' T ' T T T -/ Design conforms to main windforce-resisting 1 02- 4 system and components and cladding criteria. 9-10-08 9-10-08 T 1' 7 11 1' f Wind: 140 mph, h=22,5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, M-7x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5X6 M-4X6 load duration factor=l.6, 12 M-3x8 0,25" 12 Truss designed for wind loads 6.001/ T 8_ 9 y T3 10 2 \16.00 in the plane of the truss only. N Cf) 3 o M-3x5 + 1, 3 M M-3x10 Alafie` N. co o 1 �2 as 17 18 as 1" W a 2 M-6x8 M-3x8 M-7x8 20 21 23 24 5 0 M-3x6+ M-3x6+ _M-6x6 0.25 M-3x8 M-1"5x3 M-3x8 0 -12.75 aa-2xwedge 2.75x- M-7x8(S ) 12 12 y ) y )' )' ), )' > - .. y -05-08 3-04 3-05-12 2-08-12.2-00, 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 y y ,1-08, -05-08 9-06-08 2.00'' 27-00 1,1-08J, 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A9Sale, 0.1571 c INS --f WARNINGS: GENERAL NOTES,unless otherwise noted: 4/ `.7/15///Y d�r5/t !C '-$f 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 -.4t' e 92 i 11PL. i'~ Truss: A9 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. ,err'''' 3.Additional temporary bracing to insure stability during construction 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 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or tl all BC, r� , DATE: 9/5/2014 gas ( ) t,� the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ �� (�' 4.No bad should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. -fig^ ,q_OREGON ^+J SEQ. : 605117 2 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, 476-.Y.1.1" °7 C design loads be applied to any component. and are for"dry condition"of use. /,,'nn,, r�Q .... TRANS I D: 407533 a.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if CJ 1 Q necessary. 41Z' t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41'R R I t„k""16 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 1111111111111111111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. it coincideitwith jointcenterche. 9. Digits indicate size of plate in inches. EXPIRES: MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) En F'I RES:12/31/2015 EMI' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41.00.00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 84 2-16=(-2436) 8575 16- 3=( -542) 2221 23-130(.319) 231 2x6 KDDF #1&BTR T2, T3 2- 3=(•9812 2867 16-17=(-2167) 7520 3.17=(-1063) 208 13-240( 0) 223 BC: 2x6 KDDF H1&BTR LOADING 3- 4=(-7287) 2329 17.18=(-1995 ) 6479 17- 4=( 0) 363 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=)-6854 2395 18-19=(-2441) 7139 4.18= -425) 213 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 19- 20=3.2574) 7323 18- 50( -664 2126 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 31'- 0.0" V 5- 7=(-6121) 2173 20-21=(-2524) 7176 18- 7=(•1991 882 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0;+DL( 14.0)= 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8=(-7245) 2658 21-22=)-2819) 7927 7.19=) -577) 1499 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8- 9=(-7905) 2972 22-23={•2601 7385 19- 8= 0) 250 9-10=)-74253 2780 23.24=(-16503 5500 20- 8=)-1480 646 IC CONC NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.73+DL3 116.7)= 533.3 LBS @ 31'- 0.0"'- 0.0" 11-12=(-55200) 19609 24.14=(-1646) 5503 21. 9=( -366)340 932 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=(-6210 2162 9-22=(( -648) 299 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=(-6346) 1980 22.10=( -39 630 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14-15=( 0) 84 10-23=(-2381) 1051 OVERHANGS: 20.0" 20.0" 12.23=( -448) 1717 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -1050/ 3527V -117/ 117H 5.50" 5.64 KDDF ( 625) JT 14: Heel to plate corner = 1.50" 41'- 0.0" -1050/ 3527V 0/ OH 5.50" 5.64 KDDF 625) 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.020" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.487" @ 20'- 1.8" Allowed = 2.004" MAX TL CREEP DEFL = -0.967" @ 20'- 1.8" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.177" @ 40'- 6.5" 9-11-11 21-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.293" @ 40'- 6.5" 3-02 0-06-11 2-05-04 5-10-05 0-06-11 5-02-13 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-11 T 3-04 08.113 6-00-01 5-00-02 4-02-03 Design conforms to main windforce-resisting system and components and cladding criteria. 9-10-08 9-10-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 45333x0 # 533.3011 l' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8(S) 12 load duration factor=l.6 6.001/ M18HSs5x16 M-3x8 0,25" M-3x8 11 M-5x12 6.00 Truss designed for wind loads A- 5 7 g g y 10 2 in the plane of the truss only. I2 TR M-3x4 7 cm 4 M-3x4 M-3x10 + 3 M18HS-3x18 E. 3 i� M .. 41 '/�� M-4x12 th o 1.01.‘":-.,-- as 17 18 as 1.LSe -•-' •��, M18HS-7x14 M-3x4 M-4x8=M-10x10 20 21 22 23 24 5 4- ,,oM-3x6+ xM-3x4 0.25' M-4x10 M-1.5x3 0 M-3x6+M18HS-714 o 2.75 aa-2xwedge 2.75 M18HS-7x14(S) 12 12 , , -05-0$ 3-04 3-05-12 2-08-12.2-00,, 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 , , Y' 9-06-08 2-00 27-00 y1-08y 1-08 41-00 1-08 R JOB NAME: POLYGON 3-D NH - A10 Scale: 0.1498 , ,,' �.� °�fiy `o,, WARNINGS: GENERAL NOTES,unless otherwise noted: '(.ty -`7/5//r p -S3 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$11`E { Truss: A 10 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 P ` DES. BY: EE 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 140P continuoussheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,re'i, • DATE: 9/5/2014 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 44, SEQ. : 6051173 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: 407533 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 { 14, 2• t�T fabrication,handling,shipment and installation of components. necessary. �yC,t,T' 7.Design assumes adequate drainage is provided. `Vl, is 1-yi �„ V 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 jl r�{ 11111111011111111111111110.TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide wjoint center lines. 9.Digits indicate size of plate in inches. 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/ Vtr'11 TJ 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR; 1 15-00-00 GIRDER SUPPORTING 40-09-00 1- 2=(-7762) 1944 1- 9=(-1274) 5136 9- 2=( -62) 384 6.13=(•936) 3872 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 3- 4=(-5874) 1532 10.11=1918 (-2262, 8 12 10-5122 13=( -944) 3896 1478 13-7.14=( -62) 1474 388 BC: 2x6 KDDF S1ANTR WEBS: 2x4 KDDF STAND; LOADING 4. 5=(-9094) 2392 11-12=(-2296 8954 10- 4=(•3922) 1070 2x6 DF SS A LL = 25 PSF Ground Snow (Pg) 5- 6=(-5874 ) 1534 12-13=(-2296) 8954 4-11=( -506 2412 TO UN F 188 TC LATERAL SUPPORT <= 12'0C. UON. TO UN IF LL( 68.8)+DL( 19.2)= 88.0 PLF 3'- 6.0= 64.0 PLF 0'- " TO 11'- 6.0" V 7- 8=- (-7762) 1944 14.1918 18=(-1274) 5136 12- 5=5122 11- ( -472) 2314 BC LATERAL SUPPORT <= 12"OC. UON. TO UNWF LL 50.0 +DL 14.0)= 64.0 PLF 11'- 6.0" TO 15'- 0.0" V 5-13=(-4024) 1092 BO UNIF LL( 0.0)+ DL( 27 .5)= 27.5 PLF 0'- 0.0" TO 15'- 0.0" V BC UNIF LL( 484.4)+DL( 329.4)= 813.8 PLF 0'- 0.0" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"DC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 72.9 +DL( 20.4)= 93.3 LBS @ 3'- 6.0" 0'- 0.0" -1724/ 6979V -56/ 56H 5.50" 11.17 KDDF ( 625) TC CONC LL729)+DL( 20.4)= 93.3 LBS @ 11'- 6.0" 15'- 0.0" -1724/ 6979V 0/ OH 5.50" 11.17 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Ii, • r. •,t r. ., ,. - C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.069" @ 8'- 11.7" Allowed = 0.704" �� ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.140" @ 8'- 11,7" Allowed = 0.939" Join together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX HORIZ. LL DEFL = 0.025" @ 14'- 6.5' 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL = 0.043" @ 14'- 6.5" �XVX\ 9" oc in 2 row(s) throughout 2x6 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, NOTE:Design assumes moisture content does 9" oc in 1 row(s) throughout 2x4 webs. not exceed 19% at time of manufacture. 3-05-11 8-00-10 3-05-11 Design conforms to main windforce-resisting T T T system and components and cladding criteria. 1-10-08 1-07-03 of 2-04-14 3-01-02 2-06-10 1-07-03 1-10-08 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j93.3Q# 93.30# (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.� 10.007 N 10.00 Trinuss thedplaneed offor thewind trussoads only. M-4x8 M-4x8 /- M-3x6 M-3x10 10 - T2-1 __5 M-3x5 M-3x5 0 ei 0 0 141144. M 5x10 M M-5x10 OD A N II ,711 _ _/ A (-) ,t -mf_ I,' vf,_ ins ns- :,f,_ `, i'i �o ' , 1� 9 10 11 - 12 13 14 8 M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 y 1, 1, 1, y y 1-08-12 1-04-03 3-01-02 2-09-10 2-11-06 1-04-03 1-08-12 15-00 WEDGE REQUIRED AT HEEL(S). R,O0 PRQfest JOB NAME : POLYGON 3-D NH - Bi Sale: 0,3915 �� �. /p WARNINGS: GENERAL NOTES,unless otherwise noted: / s!tr� 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 4:7G,.t D and Warnings before construction commences, building component.Applicability of design parameters and proper .;„00°'' t--- Truss: B 1 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 may . 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby •^�,� �e "` DES. BY: E E is the responsibility of the erecta.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l _ DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON r•�, ff,,"� it 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. OREG V `c! SEQ. : 6051 175 fasteners are complete and at nit tkne should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, ;+. 2J 4, design loads be applied to any component, and are for"dry condition"of use. /'"//^^,� }' „, i'.•" TRANS I D: 407533 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 V 14, necessary. �+. t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41C A,t„1.. 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 111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide with joint ain inches.9.Digits oini ide size of tplate eto inns. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 41 ( ) 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 BOG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 292V -23/ 81H 5.50" 0.47 KODF ( 625) 1'- 10.9" -61/ 60V 0/ OH 1.50" 0.10 KDDF625 Connector Plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 6.0" 0/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CDND. 2: Design checked for net(�p )�pltft at 24 "oc ap cina_I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.D" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.053" 1' T MAX BC PANEL LL DEFL = 0.004" @ 1'- 7.5" Allowed = 0.129" MAX BC PANEL TL DEFL = -0.004" @ 1'- 9.0" Allowed = 0.172" MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.8" Allowed = 0.172" 12 10.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 190 at time of manufacture. -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, P" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads in the plane of the truss only. 0 LI) O 0 N 0 N m/- 0 0� rill ►4 M-3x4 y y y 1-00 3-06 (PROVIDE FULL BEARING:Jts:2.3.41 JOB NAME : POLYGON 3-D NH - BJ1 IN -. (9 Scale: 0.6793 OJ ( y�yf+y f WARNINGS: GENERAL NOTES,unless otherwise noted '� fr��rI //! -�y 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 .J211+P S"~ Truss: BJ 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. +' /►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: EE 2'o.c.end at 10'o.c.respectively unless braced throughout their length by �i Is the responsibility of the erector.Additional permanent bracing of * JrA"' continuousxImpact sheathing such las cingoe ewhere s and/or drywell(BC). ice!- i DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ;� 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. : 6051 176 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, I . N ,,0 , design loads be applied to any component. and are for"dry condition"of use. ` .e� ,,y TRANS I D: 407533 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 6 1' 14, 2.° t 4 fabrication,handling,shipment and installation of components. necessary. �}` �^y S 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne dthi face ios gro ssed f'1 R 1 y , I VIII(VIII VIII VIII VIII III I VIII(III(III re 1 8.Plates shall be located both faces of truss,and placed so their center f t 4- TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a.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-1988(MiTek) EXPIRES:12/31/2015 l 11E111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" 0.C. 2.3=(-110) 68 3.4=( -34) 0 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 5.7" TOTAL LOAD = 42.0 PSF LOCATIONSREACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 3::0'- 0.0" -23/ 313V -43/ 139H 5.50" 0.50 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3,2" 0/ 42V 0/ OH 5.50" 0.07 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 6.0' -97/ 132V 0/ OH 1.50" 0.17 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soaci.g.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUR4(ENTLY. MAX LL DEFL = -0.002" @ -1'. 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 10.007 MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.047' 3 MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.063' MAX TC PANEL LL DEFL = 0.021" @ 2'- 2.0" Allowed = 0.264' MAX TC PANEL TL DEFL = 0.020" @ 2'- 2.0" Allowed = 0.396' '' MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. rn Design conforms to main windforce-resisting o system and components and cladding criteria. co o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, in o co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o duration f Trussdesignedforowind6loads I in the plane of the truss only. CO ,0 o ► 5�� -3x4 y ), y y 1-00 3-06 0-05-11 [PROVIDE FULL BEARING;Jts:2,5,31 PR OPe JOB NAME : POLYGON 3-D NH - BJ2 - t it q�`5r Scale: 0.6557 /17' (,, WARNINGS: GENERAL NOTES,unless otherwise noted: . BJ2 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*SPE c-- Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing musl 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d ell BC. DATE: 9/5/2014 r 9R ) ( ) y""� the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �' 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. -y>r OREGON B EGON SEQ. : 6051 177 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, 1. �p �. design loads be applied to any component. and are for"dry condition"of use. / ,� r�Q ..�.. TRANS I D: 407533 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 o., necessary. J�j�*. y tt fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -'[�„FiR 1 41"" 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 II II II I VIII VIII IIII III(IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiitwith joint center lines. 9.Digitssddsize of tplate eto inches. 'ssCC 4n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:C .12/31 12015 IIIIIIIOIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-224) 187 3-4=( -64) 38 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 304V -66/ 185H 5.50" 0.49 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 37V 0/ OH 5.50" 0.06 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.2" -146/ 220V 0/ OH 1.50" 0.28 KDDF625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -43/ 67V 0/ OH 1.50" 0.11 KDDF / 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IQDND. 2: Design checked for net(-5 nsfl uplift at 24 "mc spacinc.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURR NTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.7" Allowed = 0.264" 6) MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4" Allowed = 0.172" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 10.00 7 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 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. rn Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l. o o Truss designed for wind loads a Lain the plane of the truss only, 0 co co r/- V 0 ►� 5►� -/ 1 M-3x4 .1 , 1, y 1-00 3-06 2-05-11 (PROVIDE FULL BEARING:Jts:2.5,3.41 JOB NAME : POLYGON 3-D NH - BJ3 �(c,. P ox "3, Scale: 0.5261 ''' 1511 1(y WARNINGS: GENERAL NOTES,unless otherwise noted: 1.l.y `( 1J1Jc✓• JKT -y� 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 1 I PE S` Truss: BJ 3 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. 411, ,. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /rariko,- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # I'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. OREGON SEQ. `tt : 6051178fasteners 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. /' (� TRANS I D: 407533 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 6 14, 2. 'V�4 fabrication,handling,shipment and installation of components. necessary. J�,� " 8.Designlaesassumes atedadequate drainage is provided. f, R 1cy„ 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 11111111111111111111111 TPI WfCA in BCSI,copies of which unit be furnished upon request. git coincideniwith jointacenter 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-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-296) 256 3-4=( -94) 67 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF ' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I 0'- 0.0" -9/ 291V -82/ 221H 5.50" 0.47 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 33V 0/ OH 5.50" 0.05 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.2" -197/ 290V 0/ OH 1.50" 0.37 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.2" -72/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc s aco inarl ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008' A MAX TC PANEL LL DEFL = 0.006" @ 1'- 11.4" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4" Allowed = 0.172' 12 MAX HORIZ. LL DEFL = -0.003" @ 7'- 3.4" 10.00 MAX HORIZ. TL DEFL = -0.003" @ 7'- 3.4" 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. r Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0 ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 Truss designed for wind loads o ) 'o in the plane of the truss only. co r/- 000061 1001.100••••1 v o/- -� 5-� 1 M-3x4 A- 1, 1, y y 1-00 3-06 3-10-15 (PROVIDE FULL BEARING;Jts:2,5,3,41 t.0 Ore JOB NAME : POLYGON 3-D NH - BJ4 Scale: 0.4597 i r'j`j�OPRR1 WARNINGS: GENERAL NOTES,unless otherwise noted: 'kt /5` + -7 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 e 92 S}PE Truss: BJ 4 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by err DES. BY: EE Is the responsibility of the erector.Additional permanent bracing ofom"" continuous sheathing such l plywood ewhere and/or drywall(BC). ± DATE 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ vM r^� t'�n It�� 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. -� 5.,+{i EaavN ^xJ SEQ. : 6051179 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, i' 4, NIX AN design loads be applied to any component. and ere for"dry condbion"of use. /,,"nn,, 11, 00 ".„ TRANS I D: 407533 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 *J 1 Q, t> necessary. 4 f�^ny� 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �. :7 n t t.-�' 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 111110111111101111 TPI/WTCA in BCS(,copies of which will be famished upon request. git coincidetwith jointalines. 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-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-29) 50 6.5=( 0) 14 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-119) 0 6-7=( 0) 0 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -24) 30 5-8=(-42) 69 3-8=(-71) 43 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 302V -28/ 92H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.1" -128/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 asf) uplift at 24 "oc spacing.[ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 1'- 4.4" Allowed = 0.091" MAX TL CREEP DEFL = -0.002" @ 1'- 3.7" Allowed = 0.121" MAX LL DEFL = 0.000" @ 5'- 3.8" Allowed = 0.157" MAX BC PANEL TL DEFL = -0.013" @ 3'- 2.0" Allowed = 0.211" T 2-04-13 MAX HORIZ. LL DEFL = -0.002" @ 5'- 3.8" MAX HORIZ. TL DEFL = 0.002" @ 5'- 3.8" 12 NOTE:Design assumes moisture content does 10.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 �) n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c, load duration factor=l.6, Truss designed for wind loads r in the plane of the truss only. o r N M-3x4 0 ACO g� of Ii1m x� o M-3x4 M-3x4 A- y 1, y 1-03-12 4-08-04 1-00 1-05-08 4-06-08 • 2-05-081-00 3-06-08 6-00 [PROVIDE FULL BEARING;Jts:2,4,81 JOB NAME : POLYGON 3-D NH - CJ2t PRS S Scale: 0.4656 ,� l5N1 o WARNINGS: GENERAL NOTES,unless otherwise noted: ) 9 7 Y -'.(-- Truss: /� r� 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 i i P C"^ Truss: CJ 2 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. l 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bosom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d m�all BC.DATE: 9/5/2014the overall structure is the responsibilityof the building designer. 3.2x Impact bridging deig or lateral bracing required where shown++ ft �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. -fix OREGON 4/ S E Q. : 6051 181 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, 4-- design loads be applied to any component. and are for"dry condition"of use. �+,,`nn,, �),. r�(} ,. AN TRANS I D: 407533 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 sJ , V fabrication,handling,shipment and installation of components. necessary. S' 7.Designlaesassumes adequate one drainagehciso sed. �,,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center Ill II II II II I III[III 011111 LII II II[III[III TPI NfCA In BCSI,copies of which will be famished upon request. Digit coincidewith jointcenterche. 8.Digits Indicate size of plate in inches. 11 CC ct++ /4n MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:CJ.1 /311 CV i 1111111111 IIIIIIIHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 I.2=( 0) 72 2.6=(-53) 90 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-172) 21 5-7=(-70) 116 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -25) 34 3.7=(-128) 78 LOADING TO LATERAL SUPPORT r_ 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -40/ 344V -41/ 123H 5.50" 0.55 KDDF 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.5" -99/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICDND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = •0.002" @ -1'- 0.0" Allowed = 0.100" 3-07-04 MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" T MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.201" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.097" 12 MAX TO PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" • MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186" 10.00 MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" M-4x6 I' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting co system and components and cladding criteria. 0 1*I Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), o w load duration factor=l,6, Truss designed for wind loads c.., MIlifir a 0 in the plane of the truss only. v drl� ill ......- 7 ---/ v ILIM� 0 o M 1.5x3 o O-3x4 0 M-3X4 M-3x4 2-03-12 3-08-04 y )- y y 1-00y 2-05-08 3-06-08 y Ir r .r , • ' 6-00 PR JOB NAME: POLYGON 3-D NH - CJ3 �1w �fi Scale: 0.5755 � �' �',(����-,c�, <Q� WARNINGS: GENERAL NOTES,unless otherwise noted: (+6/ 71�/t `!f .� "Trus1.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 7,921 11 P E. 1.-- Truss: s: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v. 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,..00‘,41111111P,.- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+0 4M („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. - OREGON j,�i SEQ. : 6051182 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, 44-,. _yA. design loads be applied to any component. and are for"dry condition"of use. / `1.1. 2° 4- TRANS I D: 407533 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 14, t>, necessary. J�� - fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. •�, ii IR, ,,. 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 IIII HMI nil IIII I III VIII III IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideinictwith jointacenter 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-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=( -95) 130 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-215) 36 5-7=(•123) 167 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -59) 46 3-7=1-185 137 LOADING IC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 12.0" 0,0" 0'- 0.0" -30/ 375V -53/ 154H 5.50" 0.60 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) 4'- 8.9" -84/ 88V 0/ OH 1.50" 0.14 KDDF 625) Connector plate prefix designators: 6'- 0.0" -2/ 116V 0/ OH 5.50" 0.19 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" 4-09-10 MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.211" T T MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.281" MAX LL DEFL = 0.000" @ 0'- 0.0° Allowed = 0.037" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0,049" 12 MAX HORIZ. LL DEFL = -0.007° @ 5'- 7.5" 10.007 0 MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 1946 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 to Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� o co Truss designed for wind loads Cu4111111111111111111b....' in the plane of the truss only. 0 L co IN r/- _ �� --11cs, M-3x4 0 M-1.5x3 7 0 �� 6 0 M-3x4 M-3x4 • y ), ), 2-03-12 3-08-04 y ), y ), 1-00 , 2-05-08 3-06-08 y (PROVIDE FULL BEARING;Jts:2,4,7I 6-00 littPen JOB NAME : POLYGON 3-D NH - CJ4 , aPR� on Scale: 0.5138 p. /5/I ��i WARNINGS: GENERAL NOTES,unless otherwise noted: o. /"C! r�,`/ r`� 'f.' 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 *.J2 4*r'4 E t' Truss: CJ 4 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. ,I'/' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'Sc.. respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d atl BC. DATE: 9/5/2014 responsibilitybuilding designer. Impactbridging or pcwrequiredg(r ) mN ( > C,� the overall structure is the res onsibilit of the 3.2x brid in lateral bracing where shown++ �r 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON "c! SEQ. : 6051183 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, 2! r i* ,+(s design loads be applied to any component, and are for"dry condition"of use. f,+, "41�,• � �-. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if x! �1 fabrication,handling,shipment and installation of components. necessary. ,i�,� ` 7.Design assumes adequate drainage is provided. RR y LA'-' 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 111111111111111 IIITPI/WfCA in BCS(,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-1 ewe(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR ISPACED 24.0" O.C. 2.3=(-257) 55 5.7=(-195) 225 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -88) 66 3.7=(-250) 217 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF ` BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA I TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0' -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5' -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -69/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQQND. 2; Design checked for net(-5 osf) uplift at 24 "oc spacing,) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3,8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8' Allowed = 0.339" 5-11-11 MAX HORIZ. LL DEFL = -0.010' @ 5'- 7.5" ? MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" s -/ NOTE:Design assumes moisture content does IIII not exceed 19% at time of manufacture. 12 iA Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. to M-4x6 ID v N ,,,0 i 1C (O iiin '7 7 -/ o� 1��ml M-3 4 o M-1"5x3 ' �` WM20 N 6 c, O M-3x4 M-3x4 > y y 2-03-12 3-08-04 (PROVIDE FULL BEARING;Jts:2,7,41 > > )' y 1-00 , 2-05-08 3-06-08 ,I- 6-00 6-00 <qcQ PROs JOB NAME: POLYGON 3-D NH - CJ5 Scale: 0.4201 tl (NE WARNINGS: GENERAL NOTES,unless otherwise noted: �Jrf'1r 61 P "y' ~Trus1.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 ._72 IIi P E 1-- Truss: s: CJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,r 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 bosom chords to be laterally braced at 2'o.c,and at 15'o.n,respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d ail BC. +'M�"' - DATE: 9/5/2014 gR ) ( ) - the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ + ' 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 4" SEQ. : 6051184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses to be used in a non-corrosive environment, "( '''/.1," a,, As TRANS I D: 407533 � design loads be applied to any component. and are for"dry condition"of use. f,,+� '/}f r�(� ..., 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if V 1 4, ��} necessary. } fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1 P A,L 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 (IIII IIII II II(IIII(IIII I III IIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide cwith joint acenter lines. 9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) P( E'.12/31/2015 11110111111 1100101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 I.2=( 0) 72 2-7=(-115) 173 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-257) 55 6.8=(-150) 223 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-17784 3.8=(-248) 167 LOADING 4-5=( -85) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 14.1" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 384V -74/ 233H 5.50" 0.61 KDDF ( 625) C,nnectorCpa (or no prefix) = orspu7rus, Inc 5'- 7.5" -15/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C1 ,CN18 r n MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -172/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) MREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc snaring.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.006" @ 2'- 3.8" Allowed =. 0.254' MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.005" @ 7'- 2.1" Allowed = 0.117" 7-02-01 MAX TL CREEP DEFL = -0.006" @ 7'- 2.1" Allowed = 0.157" 5 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10,00 7 j( system and components and cladding criteria. Wind: 140 mph, h=22,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6 E.. Truss designed for wind loads in the plane of the truss only. 0 N M-4x6 u, o ti r w 7� -- 8 o� ��i11m o M-1.5x3 0 1 M-3x4 N Mr3x4 0 M-3x4 7- 1, y y 2-03-12 3-08-04 ,l ) y > 1-00j, 2-05-08 4-08-09 , ,, 6-00 1-02-01 'PROVIDE FULL BEARING:Jts:2,8,41 JOB NAME: POLYGON 3-D NH - CJ6Sala: 0.3552 ,5 ' � 7 `(, WARNINGS: GENERAL NOTES,unless otherwise noted: fI 5/+ �f" 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' s 921 t Fr�E (' Truss: CJ 6 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). =" ' , DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ItI �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. ..- OREGON j,, S E Q , \k As design loads be applied to any component. and are for"dry condition"of use. /sem .�}s (� TRANS I D: 407533 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 s, 1 t}, 2- t> fabrication,handling,shipment and Installation of components, necessary, /14* �q1� i' 7.Design assumes adequate drainage is provided. s J"f rl 15 .," 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 J'7!l 1 L- IIII I 11111 11111 I III'III I III VIII'III'IIITPIM?CA in BCS',copies of which will be famished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. MiTek USA,In C./CompuTrun 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-102) 168 7.60( 0) 18 WEBS:: 2x4 KDDF #1&B2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-304) 55 6.8=(-132) 215 6-3=( 0) 51 3-4=(-297) 141 3-8=(-239) 147 ING 4-5=(-173) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0)LONDTOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 PSF BRG REQUIRED BRG AREA BEARING MAX VERT MAX HORZ TOTAL LOAD = 42.0 PSF1 OVERHANGS: 12.0" 28.5" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 340V -81/ 282H 5.50" 0.54 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -318/ 497V 0/ OH 1.50° 0.64 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 ICOND 2 Design checked for net) pof) 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 8'- 4.5" Allowed = 0.237" MAX TL CREEP DEFL = -0.096" @ 8'- 4.5" Allowed = 0.317" MAX TC PANEL LL DEFL = 0.030" @ 4'- 8.0" Allowed = 0.283° 8-04-08 MAX TC PANEL TL DEFL = -0.022" @ 4'- 8.0" Allowed = 0.425" T T MAX HORIZ, LL DEFL = 0.008" @ 5'- 7.5" f- 5 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 199 at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0 ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), �i load duration factor=l.1 Truss designed for wind loads o in the plane of the truss only. 0 N co O co M-4x6 iI- Cr) 8._� _. o �_�mi o M-1.5x3 CD M-3x4 M73x4 0 M-3x4 y ), > 2-03-12 3-08-04 1, ), y ), 1-00�, 2-05-08 5-11 y y 6-00 2-04-08 IPROVIDE FULL BEARING:Jts:2.8,41 9, 0PROpe JOB NAME : POLYGON 3-D NH - CJ7 Scale: Q.3,75 < 4jjeyj�j+NE <2 WARNINGS: GENERAL NOTES,unless otherwise noted: *'f^�'r^�5//r�77 I:9.. 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 individuallk. 7G 6>].r Truss: CJ 7 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. -►' f! 3.Additional temporary bracing to insure stability during construction 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 1 "' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! " DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d CC 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. 7OREGON SEQ. : 6051186 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. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 36 '"- 1 4' Z(� 44 TRANS I D: 407533 6.Design assumes full bearing at all supports shown.Shim or wedge if V necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '-. 7:#1910- 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 111111111111111111111 TPI/WTCA in BCSI,copies of which wilt be furnished upon request. git coincideiwith joint ate Inrnche. 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-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1- FORCES 72 2.4=(0) 0q=1.00 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-68) 2.4=(0) 0 IC 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -110/ 304V -15/ 62H 5.50" 0.49 KDDF ( 625) 1'- 1.7" -64/ 126V 0/ OH 1.50" 0.20 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.001" @ 0'- 8.9" Allowed = 0.063" MAX IC PANEL TL DEFL = -0.001" @ 0'- 8.9" Allowed = 0.094" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" 1-02-07 MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" T f MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.7" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.7" 12 NOTE:Design assumes moisture content does 10.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loadduration designed ffor owind 6loads in the plane of the truss only. 8, co v a) c o cow N 0 cl- PAIMIIIMIMIMIMIMIIMIMIMII N 0 o ► 4 M-3x4 y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4' 6-00 JOB NAME: POLYGON 3-D NH - J1 :, ss Scale: 0.6702 c. I� at7�„ ' WARNINGS: GENERAL NOTES,unless otherwise noted: ( 0/5//77 I 17 1.Bulkier 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 `".921 IPE 1-- Truss: J1 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. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � " is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -,,J'++ ! DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fY. 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 /K,�• SEQ. : 6051187 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, V TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. 2P •0.1).,4 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 {� 1 " . fabrication,handling,shipment and installation of components. necessary. �( �y P 7.Design assumes adequate drainage is provided. `. 4' +'1 R i` 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 +'f 11 5.- I IIIIII VIII VIII VIII VIII I III VIII IIII IIIITPIAA FCA in BCSI,copies of which will be furnished upon request MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center linea id 9. Digits indicasize of plate In inches. 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-61) 58 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 304V -28/ 92H 5.50" 0.49 KDDF ( 625) 2'- 4.1" -125/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND 2 Design checked for net��osft uplift at 24 "oc s acn ing. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.7" Allowed = 0.168" 2-04-13 MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.8" Allowed = 0.252" T - MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254' MAX BC PANEL TL DEFL = -0.024" @ 3'- 3.8" Allowed = 0.339' 12 MAX HORIZ. LL DEFL = 0.000" @ 2'- 4.1" 10.00 7 MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.1' 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=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.1 m Truss designed for wind loads in the plane of the truss only. v 0 co 0 N N c C) c., I ''44/ ��4 M-3x4 A- y y ), 1-00 (PROVIDE FULL BEARING Jts:2.3.41 6-00 x.clikt0 PR pce.6, JOB NAME : POLYGON 3-D NH - J2 Scale; 0,6505 ,c' 1 ' 1y;'ry,�A .)a WARNINGS: GENERAL NOTES,unless otherwise noted: c'15/! (C � J2 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 4^ 92 t t P E 1-- Truss: Truss: J 2 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. i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,re y DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / It*DATEC�: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lV SEQ. 6051188 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. -P OREGON 1X wj 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, ,r �1 design loads be applied to any component. and are for"dry condition"of use. L/"J -7 1'` 14, 2° �"'' TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8 necessary.assumes full bearing at all supports shown.Shim or wedge if �Ar�"� t fabrication,handling,shipment and Installation of components. -`c;. R,1;,,.5,,. P P 7.Design assumes adequate drainage is provided. 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 III 11 111 11111 I 11 VIII II VIII IIII IIII TPI VJfCA In BCSI,copies of which will be furnished upon request. git coincidenitwith joint center lines. 9. Digits ndsize of tplate ein inches. EXPIRES: lo MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ch!' RCQ: 2l a1 rq1 IIIIIIIOIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2-3=(-83) 76 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 336V -40/ 123H 5.50" 0.54 KDDF ( 625) Connectorplate prefix designators: 3'- 6.5" -126/ 129V 0/ OH 1.50" 0.21 KDDF 625 9 LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. tOND. 2: Design checked for net( p�f)�p11ft at 24 "oc s ap cina VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.097" 3-07-04 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" T 1/ MAX TC PANEL LL DEFL = 0.018" @ 1'- 12.0" Allowed = 0.273" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000' @ 3'- 6.5" /- 10.00 7 0 _, MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.5" 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=20.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), .4. load duration factor=l,� Truss designed for wind loads v in the plane of the truss only, 0 c CV (7 O M cl0 O o� 01.---..."'.---V1_114 M-3x4 A- y y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME: POLYGON 3-D NH - J3 'sv D PRc u Scale: 0.6005 CJ (y/� 1�jQ f WARNINGS: GENERAL NOTES,unless otherwise noted: C:iN4.1 u Y * ! -' 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 4t ..92 II t P E ('' Truss: J3 and Warnings before construction commences, building component.Applicability of design parameters and proper 111, 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 bosom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /^t F - 0 DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact budging or lateral bracing required where shown++ /� 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. -7OREGON , S E Q TRANS I D: 407533 4", 17 \Q design loads be applied to any component, and are for"dry condition"of use. .Ct t�, 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, necessary. ioN fabrication,handling,shipment and installation of components. A 7.Design assumes adequate drainage is provided. 'f"L, L:s ry 1 i �„ 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 �'1 rl 4- AEI IN VIII 111 VIII I III VIII IIII IIII TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide withjoint 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-1988(MiTek) EXPIRES:12/31/2015 11111111111 II IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 370V -53/ 154H 5.50" 0.59 KDDIF ( 625) 4'- 8.9" -118/ 149V 0/ OH 1.50" 0.24 KDDF 1 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGOND 2 Design checked for net( p )uplift at 24 "oc spacing.) 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" 4-09-10 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" T < MAX TC PANEL LL DEFL = 0.056" @ 2'- 9.1" Allowed = 0.377" MAX TC PANEL TL DEFL = -0.053" @ 2'- 7.2" Allowed = 0.566" MAX HORIZ. LL DEFL = -0,001" @ 4'- 8.9" 12 MAX HORIZ. TL DEFL = -D.001" @ 4'- 8.9" 10.00 �) NOTE:Design assumes moisture content does not exceed 194s at time of manufacture. 01 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads oin the plane of the truss only. O N O Lo 0) ,I r/- V „.® 0 ►meq 1 M-3x4 A- * * * 1-00 IPROVIDE FULL BEARING;Jts:2.3.416-00 \to P R Qp� JOB NAME: POLYGON 3-D NH - J4 Sale: 0.5446 .�' t'aG/�7I ` c WARNINGS: GENERAL NOTES,unless otherwise noted: �/ +'�1�1 /� ti'..'^ 1,,., 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 W 92 l 1.P L Truss: J4 and Warnings before constructidn 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 bosom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /-rVW DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rt ft4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^*p OREGON SEQ. : 6051190 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, TRANS I D: 407533 N. design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. /10 4}'' /4, r-° ".�.- 6.Design assumes full bearing at all supports shown.Shim or wedge if L! �i necessary. �+. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. a. P Rt 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 VIII IIII VIII I III III IIII II I II I IIII TPI WfCA In BCSI,copies of which wilt be furnished upon request. fines coincide with joint center lines. 9.Diggs indicate size of plate in inches. EXPIRES:C �7 �1Yr MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ch p(RES:12131/2111 1111111111 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-138) 116 IC 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 403V -66/ 185H 5.50" 0.65 KDDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -106/ 169V 0/ OH 1.50" 0.27 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �t� t• t t• f• r 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" /- -/ MAX TC PANEL LL DEFL = 0.164" @ 3'- 7.4" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.147" @ 3'- 5.0" Allowed = 0.722' 0 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 10.00 7 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. 0 0 LO CV 0 CO C"-) r/- 0 0� 4► -V M-3x4 A- ,, y y 1-00 6-00 ;1 1 ." 1 . 0RRO JOB NAME: POLYGON 3-D NH - J5 Scale: 0.5235 eJ-s(c.t)`.-..7/5//r1 s's WARNINGS: GENERAL NOTES,unless otherwise noted: 4tn "f 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.t PE r Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the buildingdesigner.2.2x4 compression naltemporary web bracing must be installed where shown ti P W P Y t �,.^' I 3.Additional tem ora bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced et P ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length b DES. BY. E E is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as Y plywood sheathing(TC)C and/or tl all BC Y +' PNvno her s My ( ) ,,,,,,,,,,- DATE: overall structure is the responsibility of the buildingdesigner. ++ DATE: 9/5/2014 P Y g 3.2x Impact bridging or lateral bracing required where shown +/ /�,�' �1 4.No Mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -^,r OREGON ^'t/ SEW. : 6051191 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, 4, r�lk design loads be applied to any component. and are for"dry condition"of use. ,� 1 Q ., TRANS I D: 407533 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 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '`,`f A 1V`,•. 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 El 1111111111111111111111 HI III TPI WTCA in SCSI,copies of which will be furnished upon request. flogs coincide with joint ate In che. 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-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-218) 193 3.4=(-113) 63 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" I TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -80/ 217H 5.50" 0.60 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc 5'- 11.2" -240/ 394V 0/ OH 1.50" 0.50 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.4° -101/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ILr • I. °1 t. ' . 1 - . . 1. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.075" @ 2'- 9.2" Allowed = 0.481" 1 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003° @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 10.00 7 � NOTE:Design assumes moisture content does (j not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=1.6 Truss designed for wind loads o o in the plane of the truss only. N f0 O r- r) r,- V o` A 1-00 6-00 1-02-07 (PROVIDE FULL BEARING;Jts:2.5.3.41 0 PR Ore JOB NAME : POLYGON 3-D NH - J6 Scale: 0.46765 rN _'4Csi S!1? WARNINGS: GENERAL NOTES,unless otherwise noted: 5r + Vl' 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 s 920 a PE T"" Truss: J6 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: EE 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'.,+fir DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 it 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. 17 '¢-OREGON 4/4SEQ. : 6051192 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, L". `.9 k *" design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407533 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 /6 'ole /4 e P 1.....4 necessary. /�,# fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '+ R,k--\," 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 VIII I II VIII I II III VIII III)(III TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideniwith jointacenter lines. a.Digits indicate size of plate in inches. rr( Inn 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:nGO:1 u 311 bv1 5 11111 1I1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-267) 238 3-4=( -90) 38 TO LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connectorplate prefix designators: 0'- 0.0" -24/ 378V -93/ 250H 5.50" 0.61 KDDF 625 9 LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.8" -15/ 23V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP DDND. 2 Design checked for net( p�f)�plift at 24 "oc spacing AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /- -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.119" @ 2'- 11.7" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = 0.105" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.1" MAX HORIZ. TL DEFL = -0.003" @ 8'- 4.1" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.6 Truss designed for wind loads o v in the plane of the truss only. 0 N N- 0 CO CO O/- 5 0 =� M-3x4 y 1, y y 1-00 6-00 2-04-13 1PROVIDE FULL BEARING;Jts: 45,3.41 JOB NAME : POLYGON 3-D NH - J7 Scale: 0.4230 ,�� �j/ ypyy`4.9 WARNINGS: GENERAL NOTES,unless otherwise noted: ;"(J 1I+/+r�rr� 'r" 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 ` CC 92 f 1 r G Truss: J7 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 0. 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: EE 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �+ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d ( ) /! DATE: 9/5/2014 responsibilitybuilding designer. P g Pcwq 0(r s rywall BC. = the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracingrequired where shown++ f,- 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. (� ^ ^�! SEQ. : 6051193 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, Sh �. design loads be applied to anycomponent. end are for"dry condition" use. f" g PW ,74: t�. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bion"of at all supports shown.Shim or wedge if 1!�, O�` fabrication,handling,shipment and installation of components. necessary. J(i i 7.Design assumes adequate drainage is provided. "•/, if9't.-" 6.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 r-t TPI/WTCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. P P IIIIII II II III IIII VIII IIII II II IIII IIII B Digits indicateinsizetplate in gchalu MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,EBR-1988(MiTek) EXPIRES:12/31/2015 I,1 111110IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2.3=(-320) 288 3.4=(•103) 46 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" •23/ 376V -107/ 285H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -250/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 7.3" -54/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND 2• Design checked for net(-5 sp_f) 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 = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 6.5" MAX HORIZ. TL DEFL = -0.005" @ 9'- 6.5' NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 r system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 10 v Truss designed for wind loads in the plane of the truss only. o v 0 c co of co v o/- 5►� -/ 0 M-3x4 A- y > 1, ,I 1-00 6-00', 3-07-04 (PROVIDE FULL BEARING:Jts:2,5.3.41 PR JOB NAME: POLYGON 3-D NH - J8 $ trF os Scale: 0.3820 � ��l��lt9,n 4{�� WARNINGS: GENERAL NOTES,unless otherwise noted: , 7lif-'� /'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 °921 f P E r Truss: J8 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: EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ✓�~ Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! [x' 4.No load should be applied to any component until after -y er all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON ((j SEQ. : 6051 194 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses we to be used in a non-corrosive environment, N A% TRANS I D: 407533 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. e.Design assumes full bearing at all supports shown.Shim or wedge if 4... 'Q 5, %O ...LU , necessary. y.�1 �i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Y.- 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 11111111111111111111 TPI/WfCA in BCS(,copies of which will be furnished upon request. lines indicate with jointacenter lines. 5. lines 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-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=(-375) 304 3.4=(-145) 57 TO LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -58) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 332H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -131/ 196V 0/ OH 1.50" 0.25 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. QOND, 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l / -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = -0.001" @ 10'- 9.6" Allowed = 0.080° MAX TL CREEP DEFL = -0.001" @ 10'- 9.6" Allowed = 0.107" �� MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. 10.00 7• Design conforms to main windforce-resisting system and components and cladding criteria. ch Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), c> II load duration factor=l.6 o cl- Truss designed for wind loads Oct in the plane of the truss only. 0 co ,r D,,,_ 6_� M-3x4 y ) y ), 1-00 6-00 4-09-10 'PROVIDE FULL BEARING;Jts:2,6,3,4] ,c),0) P R(.}x'e JOB NAME : POLYGON 3-D NH - J9 <'-• I N 641 Scale: 0.3563 'J WARNINGS: GENERAL NOTES,unless otherwise noted: ;'C1 r -7 -Trus1.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 _`-922$•$•PE (- Truss: s: J9 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown...... t:C' SEQ. 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. 1 OREGON ((f SE Q. : 6051195 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, .V TRANS I D: 407533 *(h design loads be applied to any component. and are for"dry condition"of use. /",,++..,, -p�r 26 -.�. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if C! 1+ , �j necessary. y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Fi R 1 L-' 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 IIII VIII I III VIII I III VIII IIII IIII TPIM TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint ate in che. 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-1988(MITek) EXPIRES:12/31/2015 11E 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-412) 382 3-4=(-193) 141 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 30 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 357H 5.50" 0.60 KDDF( 625) C, CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50' 0.49 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 195V 0/ OH 1.50" 0.25 KDDF ( 625) 12'- 0.0' -31/ 50V 0/ OH 1.50" 0.08 KDDF ( 625) ' i BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DOND. 2: Design checked for net(�5 psfl uplift at 24 "oc spacing.) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = •0.003" @ -1'• 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.067' @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2,4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 11.2" MAX HORIZ. TL DEFL = -0.007° @ 11'- 11.2" Q NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=24.2ft, TCOL=4.2,BCDL=6.0 ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6, Truss designed for wind loads cn in the plane of the truss only. 0 C %1 0 V) M-3x4 A- k k k k 1-00 6-00 6-00 'PROVIDE FULL BFARING;Jts:2,6,3,4,5I PR JOB NAME : POLYGON 3-D NH - J10 Sale, 0.3223 IN 1'y�7y' , WARNINGS: GENERAL NOTES,unless otherwise noted: U r r✓/r. / t'jY 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 C T.921 921 O P E (e' Truss: J10 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: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r n y continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r11 4r 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 �y�OREGON N '{(t, SEQ. : 6051196 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, L --7 As TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. /",+� ('� 1T 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 u 1 4, 2• t.4 fabrication,handling,shipment and installation of components. necessary. t 7.Design assumes adequate drainage Is ed 'R A} V. 8.This design is furnished subject to the limtlations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101 I II I'I'I I I 01E III I VIII'III'III TPI/WTCA In SCSI copies of which will be fumished upon request. git coincidewith jointcenterche. 9.Digits indicate size of plate in inches. CC* MiTek USA,Ioc./CompuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-74) 28 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 441V -12/ 79H 5.50" 0.71 KDDF ( 625) 3'- 3.2" -7/ 40V 0/ OH 5.50" 0.06 KDDF 625 Connector plate prefix designators: nators: LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 87V 0/ OH 1.50" 0.14 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) Uplift at 24 "oc spacinc.l 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 = 0.019" @ -1'- 8.0° Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 12 MAX BC PANEL LL DEFL = 0.009" @ 1'- 7.6" Allowed = 0.129" 6.00 MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0" Allowed = 0.172" MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" NOTE:Design assumes moisture content does ' /- 3 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, TCDL=4.2 BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o Cd O cm En O O� 2 4 M-3x4 y > J, 1-08 3-06 (PROVIDE FULL BEARING;Jts:244.31 JOB NAME: POLYGON 3-D NH - P1 .A.1:(- 0 PRO Os Scale: 0.7235 ,F.? '715111'1C (Q� WARNINGS: GENERAL NOTES,unless otherwise noted: (dt (�� � y 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 s.921 1]r P i✓ Truss: P1 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 budding 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: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by460000, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +fin DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /C,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. x OREGON 4/ SEQ. : 6051197 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, 4+'„ \Lk 1C design loads be applied to any component. and are for"dry contlition"of use. f,,'nn,, "1}s '2-° �..„ TRANS I D: 407533 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if c! 4, necessary. J�} fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '`, R R' 1,,, 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 (IIII III(IIII I III IIII III IIII IIII IIIITPIANfCA in SCSI,copies of which will be furnished upon request. lines Digss coincideindicate wsizeth jofoint centerplateInincheslines. . MITch USA,IDC.ICompuTfuS Software 7.6.6(1 L)-E 1 9.0.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° 0.0. 2-3=(-69) 26 IC 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: 20.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 82H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.7" -36/ 77V 0/ OH 1.50" 0.12 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10 • r '.t t r t. 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 = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 12 MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = 0.004".@ 1'- 4,3' Allowed = 0.306" 6.00 1/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 2.9" MAX HORIZ. TL DEFL = -0.000° @ 3'. 2.9" NOTE:Design assumes moisture content does 3 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4,2,BCDL=6,0, ASCE 7.10, '' (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads in the plane of the truss only, . o 0 CV CV CV Chi O Cr� ,Ill:/IIIIIIIIIIIIIIIIIIIIIIIIIIII°. 4 -/ M-3x4 1-08 2-00 1-03-11 (PROVIDE FULL BEARING;Jts:2,4,31 C?,...0 PROpS. JOB NAME : POLYGON 3-D NH - SJ1 Scale: 0.7307 eallpGI NE > WARNINGS: GENERAL NOTES,unless otherwise noted: 4i'+`J I Ir "J9 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 . t 92 1 f P S 1-- Truss - Truss: SJ 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. /'`dOIP 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d alt BC. 0,411MM9p, 041111.10" raw,- DATE: 9/5/2014 he s ( ) /�� 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. ^ r OREGON 4/ S E Q. : 6051198 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, 4,• 4 a,. design loads be applied to any component. and are for"dry condition"of use. /.,rr�. •T 1• rL0 -4. TRANS I D: 407533 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 Lr 4.- 14. 2 ts, fabrication,handling,shipment and installation of components. Designecessary. t� f t 7. laesassumes adequateatedon dris age faces of truss,and placed so their center 1111111111111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide cwith jointacenter lines. 9.Digits indicate size of plate in Inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) E pI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-137) 59 84 2.5=(0) 0 3-4=( -56) 26 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: - 20.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -97/ 466V -25/ 134H 5.50" 0.75 KDDF ( 625 a Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -98/ 51V 0/ OH 5.50" 0,08 KDDF 625) 1 C,CN ,C18,C 18 (or no prefix =CompuTrus, Inc 3'- 2.9" -108/ 233V 0/ OH 1.50" 0.30 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 7.7" -43/ 95V 0/ OH 1.50" 0.15 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP DDND. 2: Decign checked for net( psf)�pltft at 24 "hc soacina AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222° MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 6.9" MAX HORIZ. TL DEFL = -0.001" @ 6'- 6.9" /- 12 6.00 NOTE:Design assumes moisture content does rl not exceed 1906 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 o Truss designed for wind loads 3 in the plane of the truss only. N 00 r , 0 I.0 01 0 , V co V O O� 210.-=.01 5� 1 M-3x4 1-08 2-00 4-07-11 (PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME: POLYGON 3-D NH - SJ2 ��• 6 Scale: 0.5609 co �f'1(q^� y' WARNINGS: GENERAL NOTES,unless otherwise noted: ' l a�/f/(1j(A}( % SJ2 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 ' s 9211 1/P 1= (' Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .+� DES. BY: EE 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 1fi� continuous sheathing such as plywood in ere s and/or drywall(BC). - DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ NI. 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON /,d SEQ. : 6051199 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, i!„ - { s design loads be applied to any component, and are for"dry condition"of use. ",,�.+, n t''+ S TRANS I D: 407533 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V " ' 14 G•.° +- necessary.handling,shipment and Installation of components. necessary. �}I fS, 7.Design assumes adequate drainage is provided. `r'7Ls 1�1{. ,. Y III II II VIII I III VIII I III VIII IIII IIII 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 f7 rl 4- TPI/WfCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. e. Digits indicate size of plate in inches. MiTek USA,In C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 t,ESR-1988(MiTek) EXPIRES:12/31/2015 111 111M1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-194) 91 3.4=(-133) 57 TC LATERAL SUPPORT <= 12"OC. UON. D (4-5= -58) 27 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LONTOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 471V -38/ 186H 5.50" 0.75 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 9.2" -93/ 50V 0/ OH 5.50" 0.08 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 2.9' -91/ 196V 0/ OH 1.50" 0.25 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 6.9' -117/ 252V 0/ OH 1.50" 0.32 KDDF ( 625) 9'- 11.7' -41/ 88V 0/ OH 1.50" 0.14 KDDF ( 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CDND 2 Design checked for net( 5 psfl uolift at 24 "oc s acp ing� VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.306" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" /- -V NOTE:Design assumes moisture content does ( not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00 I/ system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads i( o in the plane of the truss only. N ct O _ LO 0 3 CD ,a CO o/- 2�- -/ O M-3x4 A- 1-08 2-00 7-11-11 (PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME: POLYGON 3-D NH - SJ3 r�� �� `4,9 Scale: 0.4335 , , �� {"}� WARNINGS: GENERAL NOTES,unless otherwise noted: • ��'3 CC 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 4t' t 92 0 1IP E r Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 ' 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 lop and bottom chords to be laterally braced at yrs 2'o.s,and at 10'o.c.respectively unless braced throughout their length by ,�+ eill^- DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f r t- ty DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 80 t� SE /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. -? OREGON 11/ SEQ. : 6051 200 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. 'J +�� �, design loads be applied to any component. and are for"dry condition"of use. f,A "Q�' 20 `A- TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if V 7 4, necessary. ry t1 j � fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '..ti R i1 ..\' 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 11111111111111111101111 TPI VVTCA in SCSI,copies of which will be furnished upon request. Digit coincide with joint ate inrche. B.Digits iicde 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-1886(MiTek) EXPIRES:12/31/2015