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Plans (131) -- MS-7'4C — CO\ Q.LAS-n k® 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 � gE© PROp MiTek USA 0AGIN4.R io DB c :9200PE r • yL ,�OREGON tV �O qy 14, 2° p. 12/06/2017 EXPIRES: 12-31-2019 MiTek4 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-344 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: R45642861 thru R45642876 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. ED PR Op Fss ��5 �NGINEF� 87022PE �r N cv cc\"O� OREGON c �/ -¢O AMBER .\ O A. He?, E ' • .1 I t October 13,2015 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 R45642861 PL15-344_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:20 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-VbZG601tVC67G?b_Xr4Lfg_LdNR3a1 EPOTHI6tyTr19 I 2-6-0 I 2-2-9 1 1 1-2-0 11 2-4-11 1 Scale=1:28.6 1.5x3 11 3x5 = 1.553 II 3x4 = 1.5x3 11 1.5x3 11 3x5 = 1.553 II 1 2 3 4 5 6 7 8 - _ .11111.11111— o .- / o \ e e e o . a ' 13 12 11 10 354= 3x8= 3x4= 3x4 = 3x4= 1051 11-4-9 I 9-11-9 10 1 1 II 1-3-1 1 I 164-12 1 9-11-9 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=2463/0,4-5=2532/0,5-6=-2532/0,6-7=2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 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. ,,,,Ok D O�Fsd' �c\� tiNG�NFFR /O.9 870 2PE r N cv 4. ^ N 7 �'Oj, OREG N cy°Ot(/ 9�' FMsER �1 r ps A. HO; EXPIRES:06/30/2017 October 13,2015 ®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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not L 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/TPIl Quality Criteria,DSB-89 and BCSI Building Component Safely Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642862 PL15-344_UPPER F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:21 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-zo7eKMJ VGVE_u9AA5ZbaCtXVwmmxJTBZF71 seJyTrlB 1 2-6-0 1 1 2-5-1 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.9 1.5x3 11 3x5 = 1.5x3 11 3x4 = 1.5x3 I1 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 N 4441414 _ O 1 12 11 10 ��-- 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 1 10-2-10-- 101}3)9 111-%9 I I 16-7-4 0-t-8 0-7-0 5-0-3 1 0-7-0 5-5-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 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) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=324/0,2-13=1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,t�Q`EO PROFF0^ C;3 �NGINEFR , , 444 2 87022PE ''r yN kA tN "Oj, OREG.N ft,, Ili 9O ‘iii .\1 �O �S A. H0; EXPIRES:06/30/2017 October 13,2015 t _ I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI47473 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 s to prevent bucking 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/M11 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 TypeQty Ply POLYGON R45642863 PL15-344_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:22 2015 Pagel ID:j7axn4OsHnThIyaUAczwOszX1 UY-R_h1 XiJ71 pMrWJINfG6pk54g9A632wUiUnm PBIyTSI7 I 10-0 I 1 1-1-11 II 1-2-0 ii 1-0-9 1 2-6-0 I Scale=1:32.5 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 - "a: . �• =/IW1 •� - \ \ �I�\ oN e o 0 0 0 o e 0 Agill MI 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4= 3x4= 15-3-11 14-1-11 11401--0 I sae I 14-1-11 Plate Offsets(X,Y)- [14:0-1-8,Edgel,[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress lncr YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 27=835/0-4-4,18=835/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1513/0,3-4=-1513/0,4-5=-2638/0,5-6=-2638/0,6-7=-3383/0,7-8=-3383/0, 8-9=-3752/0,9-10=3752/0,10-11=3733/0,11-12=3733/0,12-13=3416/0, 13-14=3416/0,14-15=2622/0,15-16=2622/0 BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, 20-21=0/2622,19-20=0/2622,18-19=0/1831 WEBS 14-20=-328/0,15-19=-541/0,2-27=1129/0,2-26=0/990,4-26=851/0,4-25=0/724, 6-25=-585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=-321/0,12-21=-264/0, 13-21=328/0,14-21=0/1085 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 31 Refer to girder(S)for truss tortnfss-connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0131"X-3")nails. Strongbacks to be attached to walls at their outer Ends or restrained by other means. ��ED PR OFFS �G.. <c....IAGIN FR si(ziv ' 87022PE r nI .y .AT OREGO co �N O 'AO, FABER 11 EXPIRES:06/30/2017 October 13,2015 9 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN Design valid for use only with MiTek i connectors.This design is based only upon parameters shown,and s for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking 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/TPI1 Quality C°Reda,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642864 PL15-344_UPPER F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-R_h1XiJ71 pMrWJINfG6pk54fXA5e2sKiUnmPBlyTrl7 1 1-3-0 1 11-1-1 I I 1-2-0 I I 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 IV : Nz :z'N:zN : / : ol - o rt e 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5 = 3x5 SP= 15-7-9 I 14-5-9 15-0-9I I 20-9-8 14-5-9 8-7-n b-7-0 5-1-15 Plate Offsets(X,Y)- [12:0-1-8,Edgej,[18:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Inc( YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(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=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2003/0,3-4=2003/0,4-5=-3413/0,5-6=-3413/0,6-7=4247/0,7-8=-4247/0, 8-9=4495/0,9-10=4495/0,10-11=-4230/0,11-12=4230/0,12-13=3519/0, 13-14=3519/0,14-15=3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 6-24=618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=272/35,11-20=327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 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. S O PROFF �co GIN -.s/0 444 6) 2 87022PE 9r yv' >" Aj, OREGON (y) �N SCI FMQER \\ .O 0`S A. HEi'` EXPIRES:06/30/2017 October 13,2015 4 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN. Design valid for use only with M7ek®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/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infonnafon 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 R45642865 PL15-344 UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:23 2015 Page I ID:j7axn4OsHnThlyaUAczwOszX1 UY-wAFPk2KIo7Ui7TJZC_e2HlcwmabGnWwrjRWyjCyTrl6 1-4-0 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 III III 1111,ProArri.111110 N I IIIIM ME 5 ri 4 ' 3x4= 3x4= Q 91-8I 4-1-0 I h- 1-R 3.11-R LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "`• 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 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) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 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. '\<<- .?, D P R OF4-, �c�\� �CNGtNEF,4 iO. , -57 8 • 2PE 1` yN I rN N "3,,,„ OR EGO ti?Olr `S A- HERS EXPIRES:06/30/2017 October 13,2015 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 Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not t a truss system.Before use,the building designer must verify the applicabi ity 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/1P11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642866 PL15-344_UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 �r1.7��� ID:j7axn4OsHnThlyaUAczwoszxl UY-ONpnyOLNYQcZldulmW h9HpW9wl_ndWp3?x5FFeyTrl5 [4=121 10-7-7 1 2-6-0 I 1 1-2-0 I 41 Scale=1:28.3 4x4= 3x4 I I 308= 1.5x3 H 3x4= 1.5x3 II 304= 1.5x3 I I 1.5x3 I I 13x6= 2 3 4 5 6 7 8 9 10 ® 0 o • o -\II/ / N e e O e e 11 e 17 �-� 15 14 13 12 3x4 II 3x6 = 3x8 = 3x6= 1.5x3 II 4x4 = 3x4= 1-0-4 I 0-10.12 I I 16-5-4 0.10.12 15-5-0 I 0-1-8 Plate Offsets(X,Y)— [7:0-1-8,Edge],[12:0-1-8,Edqe],[17:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012TTP12007 (Matrix) Weight 78 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:15-16. REACTIONS. (lb/size) 16=1078/0-5-8,11=655/0-2-12 Max Gray 16=1078(LC 1),11=670(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0/281,2-3=0/281,3-4=1662/0,4-5=-1662/0,5-6=2516/0,6-7=2516/0, 7-8=-1811/0,8-9=1811/0 BOT CHORD 15-16=-147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 WEBS 8-12=759/0,1-16=431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=744/0, 3-15=0/1377,3-16=849/0,9-11=-1582/0,9-12=0/1027 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)11. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �e�5() PR OFFss LOAD CASE(S) Standard SNC']NEk. �0 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �/9 Uniform Loads(pIf) ct" Vert:11-17=8,1-10=80 87022PE r Concentrated Loads(Ib) Vert 1=304(F) N ry 7 '0j, OREGO qo IL "PO AMBER 1\ �O �`s A. HEp`\P EXPIRES:06/30/2017 $ October 13,2015 __ 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 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/TPI1 Quality Criteda,DSB-89 and SCSI 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 R45642867 PL15-344_UPPER F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-ONpnyOLNYQcZldulmh9HpW95T wOWwy?x5FWFeyTrI5 I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 0 0 c4 04 e ° e e e 3x4= 19 8 3x4= 3x4= 3x4= 3-1-2 31-1�0 3-9-10 I 4-4-10 4]6- 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,V)- [8:0-1-8,Edge],[9:0-1-8,Edge] • LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 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)10,7. 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. �ckEp PR0FES ��\5� ... NEFR sio29 87022P,- v 1 yfiAj, OR GON ti;-)4)414 9O AMBER \\ OS A. HES' EXPIRES:06/30/2017 October 13,2015 t NI.®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design 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/I I1 Quality Cittena,DSB-89 and BCSI Budding 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 R45642868 PL15-344_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Muck Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-5ZN99kMOJkkQNmTyKPg\NMjiGFOHMFPM8A1?3n4yTri4 I 2-6-0 0-5-6 I 1-2-0 I I 1-7-2 Scale:1"=1' 1 1.5e53 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II J e e e e / o 0 N O N e e e 9 8 71.5x3 II 6 3x4= 3x4= 3x4= I 3-0-14 31-2-f 3-9-6 I 4-4-6 I 6-2-8 3-0-14 0-1- 0-7-0 11-7-0 1-10-2 Plate Offsets(X,Y)— [4:0-1-8,Edge],[8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF 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) 9=267/0-2-8,6=267/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 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)9. 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. •cc PRQ1 , wr\C *NG]NF9 /o2 `c87022PE 91' / N 7 -0),OREGON rE Ok// O OBER -`S A. HEQ`�P EXPIRES:06/30/2017 October 13,2015 t 8 ®WARNING-Verify 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Butding Component 7777 Greenback Lane Safety Intonation 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 R45642869 PL15-344 UPPER F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-sZN99kM0Jkk0NmTyKPgWMjiDVOCQFDf8AI?3n4yTrl4 I 1-10-12 I I 1-9-11 II 2-6-0 I 1 1-2-0 I I 1-0-5 1 Scale=1:29.4 1.5x3 II 4x10= 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 8 9 j. : •••••00•07%44441114.111111111111.111P"!°111" `\ �►a ►� _ `tea\ rV ° e o e° o 16 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= I 2-1-12 I 16-10-12 I 2-1-12 14-9-0 Plate Offsets(X,V)- [6:0-1-8,Edge],[11:0-1-8,Edge],[16:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 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) 15=1642/0-5-8,16=701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/259,3-4=0/259,4-5=-1534/0,5-6=-1534/0,6-7=-1423/0,7-8=-1423/0 BOT CHORD 15-16=1530/0,14-15=1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, 10-11=0/1085 WEBS 7-11=-257/0,2-15=-1613/0,2-16=0/1711,5-13=-252/0,413=0/701,4-14=-1231/0, 2-14=0/1449,8-10=-1171/0,8-11=0/549 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. ��E) PR OFF 7GINE4\ Q 87022PE r yfn ,� N '0), GREG N rye OAC/ 9O AMBER 11 OSA Her, EXPIRES:06/30/2017 October 13,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MN. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and a for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design gn 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 M(Fek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI BuBding Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642870 PL15-344_UPPER F11 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-KIwXN4Ne42tH_w28u6BlvxEQgnci_gNIPPkdKWyTrl3 I 2-6-0 10-5-10 1 1 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 Oe e e 0 0 NN e e e e 3x4= 1 9 8 3x4= 3x4= 3x4= I 3-1-2 3-1-10 3-9-10 I 4-4-10 416-12 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,V)- 18:0-1-8,Edgel,[9:0-1-8,Edge1 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) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 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=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=28/290,5-7=-737/0 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)10. 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. � 9,EP R �� Gs Fs/0� �NR 2�' 870 2PE -y �Aj, OREGO cp Q./ 9b FM&ER ..1 � `S A. H E# EXPIRES:06/30/2017 October 13,2015 1 r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M., 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 the 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 MMak` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely 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 R45642871 PL15-344_UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Paget ID:j7axn4OsHnThIyaUAczwOszX1UY-KIwXN4Ne42tH w28u6BIvxEM?nUM_IeIPPkdKWyTr13 I 2-6-0 I I 2-3-5 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 c.,t,.... liwilillogoilpietLee ' r.p.•._4 4 4 i 0 4 4 4 4 0•0 0 0 4 4 0 4 0 I 4 _- - UO O 1 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4 . 10-8-13 11-5-5 I 10-0-5 10-1113 11-3-130-7-01 I 16-5-8 I 10-0-5 0-9-8 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 i BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 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) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 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)13. 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 o P R OA-4. 87022PE r / yN • ,c Aj, OREGON (tom Q10 9On AMBER 1\ \ OS A. HE ` EXPIRES:06/30/2017 October 13,2015 t _ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/201S BEFORE USE. l,, Design valid for use only with MiTekr connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !Viilek° 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/1P11 Quality Crtieda,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 1 Job Truss Truss Type Qty Ply POLYGON R45642872 PL15-344_UPPER F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-oyUwaQNGrL?8c4dKRgi?R8nVrBr5jA1 Rd3UAszyTrl2 I 2-6-0 I 1 1-1-11 II 1-2-0 ii 1-2-5 1 Scale=1:33.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a1.0,,, ,11,1•1111:pl a .. a 0 • N '151111 e 0. 1. 15 14 13 12 3x4 = 3x8= 3x6= 3x4= 4x4 = 3x4= 14-8-11 15-5-3 I 14-0-314-) 1 1-G3-11 19-3-0 14-0-3 0- r0-7-0 I 3-9-13 (1-7-n 0-1-8 Plate Offsets(X,Y)— [12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 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 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(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=841/0-4-4,11=841/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3066/0,34=3066/0,4-5=3885/0,5-6=-3885/0,6-7=2736/0,7-8=2736/0,8-9=2736/0 BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 WEBS 7-13=0/459,8-12=585/0,2-16=1962/0,2-15=0/1347,4-15=723/0,6-14=0/583,6-13=-940/0,9-11=1985/0, 9-12=0/1209 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)11. 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. < jj PROpFss ANGIN&. vo 414 2 87022PE 9r CP N -y 'oj, OREG.N ti� <C/� 9C FMQER .\\ O �`., A. He?' EXPIRES:06/30/2017 October 13,2015 t9 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 901-7473 rev.10/03/2015 BEFORE USE. MN. Design valid for use only with Mttekd 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 !Allele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncafion,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 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 R45642873 PL15-344_UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID.j7axn40sHnThIyaUAczwOszX1 UYoyUwaQNGrL?8c4dKRgi?RBnYyBt?jFWRd3UAszyTrl2 2-0-0 I I 1-10-1 11 1-2-0 I I 2-5-3 I Scale=1:21.0 • 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 o e e _ 0 N e e e e L. 1.r, 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 I I 3x4= • 8-2-9 I 194-9 I 12-0-12 I I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)- [6:0-1-8,Edge],[10:0-1-8,Edge] 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) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 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=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=1397/0,45=1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 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. • ��� .p PRQ , ��\� �NG]N�FR /O* Q 870 2PE (I) N 7 fiA), OREGON et, ' ccMBER \A ,c.>OS A. Hes; EXPIRES:06/30/2017 October 13,2015 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 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,not t^ 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Infoana8on 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 R45642874 PL15-344_UPPER F15 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-G821omOOuucf7?EECW?XDE_MKfMbBaSgSasjDjOPyTrl1 I 2-6-0 I 1 2-0-15 I I 1-2-0 1 Ii1651 Scale=1:24.8 4x4= 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 • o _ o e , • 0 o , N o e e e e p 13 12 11 10 kA 3x4 = 3x6= - 3x4= 4x4= 3x4= 10-6-7 11-2-15 I 95-15 9-'I1 7 111-1-7 I I 14-2-12 I 9-9-15 0-4� 0-7-0 2-11-13 5-7-41 fl-1-a Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=620/Mechanical,9=620/0-2-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1996/0,3-4=-1996/0,4-5=-1633/0,5-6=-1633/0,6-7=-1633/0 BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 WEBS 6-10=-744/0,2-13=1389/0,2-12=0/765,4-11=-582/0,7-9=1441/0,7-10=0/948 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)9. 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. <CNC. D PROFCo Fss �G. ANG l 4 ,9 , kc- 87022A �r N�'oj, GREG <UN 9O AMBER 1\ O On A. Heck EXPIRES:06/30/2017 October 13,2015 t 1 ®WARNING-Verily 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 M7ek®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 perm anent 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/fP11 Qualty 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 R45642875 PL15-344_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:29 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-kKcg?5PWNzFsrOnjZEkTVJZszj?egBD6k5NzHwryTrIO 1-4-12 I1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 ' ).. 5 4 3x4= 3x4 = I 2-11-12 I 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "`• 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) Vert 45=10,1-3=-100 Concentrated Loads(Ib) Vert 2=-188(F) ' .?,0 PRO/ s �c\g� NGI N�FR si0v 870 2PE r N tN N y %,,. OREG N (yam O<U 9On R1BER \1 S A. HO\ EXPIRES:06/30/2017 October 13,2015 41,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mill. Design valid for use only with MTek/J 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 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 R45642876 PL15-344_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID.j7axn40sHnThlyaUAczw0szX1 UY-G82lomOucf7?EECW?XDE_MKICbGcSkYasjDjoPyTr11 I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 H 1 23x4 = 11 3 4 53x4= 6 e o e 0 , O -: N 10 X(e� e e 9 e 8 e 3x4= "\xX° 3x4= /\ 3x4= 3x4= I 3-2-10 3-9-10I 4-4-10 I 8-6-8 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 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=497/0-2-12,7=412/0-2-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-926/0,3-11=926/0,3-4=-926/0,45=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 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)10,7. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) � p PRpF ssVert:7-10=8,1-6=80FConcentrated Loads(Ib) �(7./j<., �NCj]NE�,4 /�iL Vert:11=169(B) 870 2PE ter- � fiAT OREG N (yam 4� 90 FM$ER \1 ao OS A. HE?' EXPIRES:06/30/2017 October 13,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 reV.10/03/2015 BEFORE USE. UV,, Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design 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 Mriek` 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/1911 Qualify Crifeda,1398-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 223)4. Suite 109 Citrus Heights,CA 95610 Symbols NumberingSystem ener I 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 /4 I ( (Drawings not to scale) Damage or Personal Injury offsets are indicated. r�j= Dimensions are in ft-in-sixteenths. vilik 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. IIIMMEIEINIMINIMI 2. Truss bracing must be designed by an engineer.For Q 1/1 G widetruss spacbracing,ing,individalternativeuallateral Torbraces themselvesQmayrequire Ip bracingshouldbeconsidered.orO3. Never exceed the design loading shown and never OMAN, U Ustack materials on inadequately braced trusses. nOI.„_„,..L11lPAAs'rdil1P4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-1/1 ' 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 Igcations are regulated by ANSI/TPI 1. THE LEFT. connector plates. 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. 8. Uhless otherwise noted,moisture content of lumber software or upon request. s all not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. ales$expressly noted,this design is not applicable for PLATE SIZE u.e with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.I amber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 r spohsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 •amter for dead load deflection. the length parallel to slots. 11.,,•late,type,size,orientation and location dimensions i dicgted are minimum plating requirements. LATERAL BRACING LOCATION 124L mber used shall be of the species and size,and i all respects,equal to or better than that P Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the s•ecieed. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.connections not shown are the responsibility of others. w.- Indicates location where bearings 16; o not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved ppraval of an engineer. MN MN Min size reaction section for indicates joint 1715e and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. MI118, of green or treated lumber may pose unacceptable ® nvirpnmental,health or performance risks,Consult with roject engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. eviendw all portions)before of thisuse.designReviewing ifrontpibackctures,alowonerds p Plate Connected Wood Truss Construction. is not,sufficient.pictures DSB-89: Design Standard for Bracing. m iTeke ANsI BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, /TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTeW' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92 UP Fax 916/676-1909 5D 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:R41832552 thru R41832567 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. to_“) PRQF4- C.• •• `r 870 2PE Tete" cn 4 OREGON HiQ �M Vic' BER �O �S A. HESA 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. Ito Mil MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92_UP Fax 9161676-1909 5D 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:R41832552 thru R41832567 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 'TONIO .C*% O0,1A3, ,Y 1_ 48639 1,.6, eGISTSrR r 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 50 R41832552 PL14-92_UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40.14 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-ZUAMIRGH36RsRkXU127EmMisJ1UWN695C9Z 15zOQSl I 2-6-0 I I 2-2-9 1 1 1-2-0I I 2-4-11 1 Scale=1:28.6 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 • IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII No r / O +Bv- \ e / o N O 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10.8-1 11.4-9 I 9-11-9 1 1rr 1 1111 1 1 16-4-12 I 9-11-9 0--$ 0-7-01 5-0-3 0-7-0 0-1.8 Plate Offsets(X,Y): (10:0-1-8,Edgel,111:0-1-8,Edgel 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) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OTONIo 'tL' TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 O o WAS T . WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 U 0 . NOTES • ,�y(�� n. qu " C- 1)Unbalanced floor live loads have been considered for this design. —,, 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. l;i" 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 to47 d 'c4 be attached to walls at their outer ends or restrained by other means. �,� ��xsT>��' 4° LOAD CASE(S) Standard %ONALG\ '(,r c o PRO1FSo co-szy -3- 870 2PE y 'Oj, OREGO rL© 0 SER '‘.\ 4// 9 0` A. HERD EXPIRES:06/30/2015 April 22,2014 i WNW-Verify design yarametrs and REAL NOTES SN MS AND 17/2 USED N UEK REFEREM2 PAGE PHI-7473 rat 1/20/2234&E REDS£ Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. IMIlI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown p/� iTek` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ilti fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Budding 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 itSouttrem Firm OP/lumber is specked,the design values ace these*Demise{#6/01 j2083 t y p LSC g Job Truss Truss Type Qty Ply 50 R41832553 PL14-92_UP F03 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 15:40:15 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-1 gkkynGvgP43u6gbleTJZF0dRg06Y7ERpIYHXzOQSk 2-6-0 I 2-5-1 I I 1-2-0 I I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 4444444. 0 0 N N 8 e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 1013r9 111-5-9 I I 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edael,x11:0-1-8,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 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 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) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0tONIO ' 4' TOP CHORD 2-3=2508/0,34=2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 r'WAS4 WEBS 6-10=324/0,2-13=1666/0,2-12=0/1041,412=399/0,4-11=480/168,7-9=1660/0,7-10=0/1140 C WQINOTES . ` T' fi '� `" �,l C 1)Unbalanced floor live loads have been considered for this design. I N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 fY be attached to walls at their outer ends or restrained by other means. "d 49639 W 94,'.0ISTI LOAD CASE(S) Standard ''ONALV� ��REo PROfi ss w�\� '�t1G�NE�° p* 87022PE (' / N ,fir - fiAj„ OREGON . �N k F4ges \\ 4O p`S' P A. Hev1/4 EXPIRES:06/30/2015 April 22,2014 ®WARNING-Verify design yatatnettsand READ 1,6TESONMIS AND I{ 2UEEDf3IM1(REFERENCEPAGE9th-dol ss&1/29/28169SFOREUSE Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. i Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the yTa erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fir) [ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,051-89 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 it Southern Noe 414 lumber isu ecffed,the design.values aaxtheue effective 0S/*1j2013 by A:L88L Job Truss Truss Type Qty Ply 50 PL14-92_UP F04 Floor 1 1 841832554 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:16 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Vt16A7HXbjhah2hs9T9imoBrrAwr Q0fT25pzzOQSj 1 1-0-0 1 1 1-1-11 11 1-2-0 II 1-0-9 1 2-6-0 1 Scale=1:32.5 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 t:t !/�\ v / �0 o4: . 0\ / lo,:.\o/:.\ o / e �_ . o aQ \ N 9 9 e 9 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4= 3x4= 15-3-11 1 14-1-11 111-8-111 I____ 1-4 1 14-1-11 0.7-0 0.7-0 339 Plate Offsets(X,Y): 114:0-1-8,Edael,f19:0-1-8,Edgef LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=835/0-4-4 (min.0-1-8),18=835/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ` TOP CHORD 2-3=1513/0,3-4=-1513/0,4-5=2638/0,5-6=-2638/0,6-7=-3383/0,7-8=-3383/0, !,1 �Y 8-9=-3752/0,9-10=-3752/0,10-11=3733/0,11-12=3733/0,12-13=3416/0, © Ov W`x9.Sc,r„ 13-14=-3416/0,14-15=-2622/0,15-16=-2622/0 `�'Vi BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, '4' k ..t d 20-21=0/2622,19-20=0/2622,18-19=0/1831 c . �za O. WEBS 14-20=-328/0,15-19=-541/0,2-27=1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, ,co "` �" N 6-25=585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=-321/0,12-21=-264/0, ,'' 13-21=-328/0,14-21=0/1085 NOTES r°<•P 4, 49639 1)Unbalanced floor live loads have been considered for this design. CCS �Cj $ 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. �4A5 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �V- P R 0/4- <‹...Standard �\� 14GINE, (S>0 ,S) ..0„.-7 c 870 2PE �y fiA� OREGO 4 0AU '9O k''4,./$ER vti On A. H E." EXPIRES:06/30/2015 t April 22,2014 , WARNING-Verify design yammers and READ i+R7TEE ON 7NISAND INatI ED MITER REFERENCE PAGE N11-1473 rec.3,/29/2014 9�rO4f U5£ �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown `' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mitek' fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 If Southern Pine ISP}linnIsex is speediest the design values use these effective /G1j2013 by ALS( Job Truss Truss Type Qty Ply 5D R41832555 PL14-92 UP F05 Floor 9 1 Job Reference(ootionall Pack Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Wel(Industries,Inc.Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn4OsHnThlyalJAczw0szX1 UY-RFPtboJn7KxIwMrFGuBAxCtWegZJglg7mXCuszOQSh 1-3-0 1 1-1-1 II 1-2-0 II 2-4-15 I 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 I04 ID 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5= 4x6= 3x6 = 3x5= 3x5 WB= 15-7-9 I 14-5-9 5¢,qI 20-9-8 14-5-97-0 13-7-0 I 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edge l.[18:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 LumberIncrease 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400E 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6 0 0 ocpurlins, except BOT CHORD 2x4 DF 2400F 2.OE(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=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Azc�rtlo t,_ TOP CHORD 2-3=2003/0,3 4=2003/0,45=3413/0,5-6=-3413/0,6-7=-4247/0,7-8=424710, � 'Z� 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=4230/0,12-13=-3519/0, rts.%zii. :": 13-14=3519/0,1415=3519/0 BOT CHORD 25-26=0/1077,2425=0/2776,23 24=0/3897,22-23=0/3897,21-22=0/4436,20 21=0/4401, '_ I19-20=0/3519,18-19=0/3519,17-18=0/1990 1 WEBS 12-19-357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=-987/0,424=0/813, ^,< 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=272/35,11-20=-327/0, 1z-zo=alos7O446394 � NOTES EXT 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. `V/QjVAL 3)Provide-mechartica1 connection(by others)of truss to bearing plate at joints)26 4)This truss is designed in accordance with the 2012 International.. ' • -•• = • - --ed-standard ANSI(TPI 1. - - 5)Recommend 2x6-st-rongbacks,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. p PR OFFS LOAD CASE(S) Standard �,,, ti G(N��,9 cSjo Q 87022PE r' 17_,A Aj ©REG*N ,,<:'4jU ©S, A. He.�P EXFIRES:06/30/2015 April 22,2014 r s irt`ARh?NG-Veily design parameters and READ NOTES ON MS AND 1PX2I/DED MUER REFERENCE PAGE MMI-7473 sea 1/24/2316 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and s for an individual building component. t Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p/{�I T�tR�' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [YP fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available lumbar �bar ifrom Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314.4Citrus Heights,CA,95610 s spec?€ied,the design values we those effective OS/D112013 by A£SC ff Southern P Job Truss Truss Type Qty Ply 50 R41832556 PL14-92_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Muck Industries,Inc.Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-RFPtboJn7KxlwMrFGuBAxCtdCe_yJ15g7mXCuszOQSh 1-4-0 I 2-6-0 I 1 1.5x3 I I 2 3x4= 3 1.5x3 I I _= Scale=1:82 moil 111 I II0 I N 1111.11!P7rIl IjiME IOW .4 5 '/ 4 3x4= 3x4= 9-1-81 41-0 1-8 3-11-8 1 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) 0.00 5 '••` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 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) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 0-cONIo''L 1)Refer to girder(s)for truss to truss connections. ©ca v WAS t 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. Ci : ,/, II vt 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .,^ T1: 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to c, (ii.4 ;� VI be attached to walls at their outer ends or restrained by other means. ,-- , C3 o LOAD CASE(S) Standard ? 49639 kti -<•C,cO PRQp�s . CD 4 87022PE 9t✓- / 7 '0j, OREGON (V) O k'44 MER A. HEP EXPIRES:06/30/2015 April 22,2014 t t #ARNTMS-Verify design parataears and READ NOTES(its THIS AND LM2UDED MIIER REFERENCE PAGE MII-1473 res.(/29/2314 BEFORE 115E �� 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 p A •Ire■ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mi TeleAdditional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding j i( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Qualify Criteria,058-89 and SCSI Building Component 7777 Greenback Lane,Suile 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 tf Southern.Fine ISP}harsher.is spec ed,the dealgsr values am throve effective 116/01/2013 by ALSO Job Truss Truss Type Qty Ply 5D R41832557 PL14-92_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 15:40:19 2014 Page I ID:j7axn40sHnThIyaUAczw0szX1 UY-vSzFo8JPue39YWPRgbjPTPQdB2AJ2KEgMQGIQIzOOSg o2. 10-7-7 1 2-6-0 iI 1-2-0 19-41 Scale=1:28.3 4x4= 3x4 I I 3x8= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 13 2 3 4 5 6 7 8 9 10 —N.IV a O N N e e o e ep e J 17 15 14 13 12 1(J�f(' 3x4 I I 3x6 = 3x8= 3x6= 1.5x3 I I 4x4 = 3x4= 1-0-4 1 0-10-12 1 1 16-5-4 I 0-10-12 15-5-0 0-1-8 Plate Offsets(X,VI: [7:0-1-8,Edgel,[12:0-1-8,Edgel,f17:Edoe,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC .0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 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 oco bracing, Except: 44, 6-0-0 oc bracing:15-16. REACTIONS (lb/size) 16=1078/0-5-8 (min.0-1-8),11=655/0-2-12 (min.0-1-8) Max Gray 16=1078(LC 1),11=670(LC 4) 01 ON FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/281,2-3=0/281,3-4=1662/0,4-5=-1662/0,5-6=2516/0,6-7=2516/0, ��WAS 7-8=1811/0,8-9=1811/0 v e5 s`''=' 0 BOT CHORD 15-16=-147/422,1415=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 .' Wit' Jr -, p Ti WEBS 8-12-759/0,1-16=431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=744/0, +r ri. {.- !' 7. 3-15=0/1377,3-16=-849/0,9-11=-1582/0,9-12=0/1027 N TES 1)Unbalanced floor live loads have been considered for this design. ' Q 639 '� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. �0.k '. '0 TR � 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'SjoNALG be attached to walls-at-their-outer ends or restrained by other means. 5) .■ •,,•o . - - r .- .s. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. () Q�' 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r����G)�E�061 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 870 D 7' ') Uniform Loads(plf) Vert:11-17=8,1-10=-80 Concentrated Loads(Ib) Vert:1=304(F) • (� f r N y Aj, OREGO e 41./p .pO k`,14. On© A. HERV\P EXPIRES:06/30/2015 April 22,2014 t ®WARNING-Verify designyaramefrsand READ NOTES DNIRIS AND INCLUDED NTTER{REFEREN PAGEP011-7473reit.1/29/28:&&FFOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI 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 ���s(�*tliL erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MMarl fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Seuthern Pine ISP/lumber is specified,the design uetues We thirsts:Missive 0&f 03 f2gi.3 by ASC Job Truss Truss Type Qty Ply 5D R41832558 PL14-92_UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40.20 2014 Page 1 ID.j7axn40sHnThlyaUAczwOszX1UY-NeXd?UK2fyCOAf dOlEeOdyyfSfJnuNza40Jykz00Sf I 2-6-0 10-5-10 I f _ 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 o b o 00 NN' X(Je ext IC 9 8 3x4= ) 304= XX 3x4= 3x4= I 3-1-2 31-110 3-9-10 I 4-410 416? 8-6-8 I 3-1-2 0-1-h 0-7-0 0-7-0 0-1- 40-6 Plate Offsets(X,Y): f8:0-1-8,Edoel,f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >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=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIO TOP CHORD 2-3=-732/0,3-4=-732/0,45=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 © 00}f,;SItt, WEBS 2-10=736/0,2-9=37/269,5-7=-718/0 NOTES co ' 1)Unbalanced floor live loads have been considered for this design. ,- 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r<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 4' be attached to walls at their outer ends or restrained by other means. Li LOAD CASE(S) Standard '' Z1 'IONALV P R Opt- , ss 8703 2PE ''r cv y raj, OREGsN � 4U O1 A. H - EXPIRES:06/30/2015 April 22,2014 i t WARNING-Verify design pasametssand REM MSTEE ONFRS AND IN liDEDfd1IEKREFEREM38PAGEPf7I-7473 ram 3/?5/2226WORE 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 NI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the °� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding WI l Ee k" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Mil Qualify Cdteda,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 N Sovtttem Pine ISP)tusrstner is spec/aexL the design values ase these effective 06/01/201.2 by ALOC Job Truss Truss Type Qty Ply 5D R41832559 PL14-92 UP F09 Floor 1 1 Job Reference(optional) Pack Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:21 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-rq5?DgLgQFKtnpZgx0ltYgV7RsOHWNn7pklsUBzOQSe I 2-6-0 I 0-5-6 1 I 1-2-0 I I 1-7-2 Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 I I e e o9 N re e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 3,24 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 1-88 0-7-0 0-7-0 1-10-2 I Plate Offsets(X,Y): 14:0-1-8,Edae1,18:0-1-8,Edgel I 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) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES \NB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 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) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONi° N, TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 0 0-c W WEBS 2-9=-456/0,4-6=-424/0 (l '4 ``r) 0. NOTES '`" 'Z rz 1)Unbalanced floor live loads have been considered for this design. '- I N 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 449639 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 t7 :i be attached to walls at their outer ends or restrained by other means. '6'S � "4NAL LOAD CASE(S)-_Standard :<-_ p PRQFFS c�� `I ESR �wo�9 4t- 87O22PE r" N y ��'T ()REGO c29ZY �0 BER \\ ��? Os A. H-3' EXPIRES:06/30/2015 April 22,2014 1 r WARNING-Verify design parameters and READ MTIESON IBIS AND 16(1110EV 1411514 REFEREN(1FADE1411-1413 mu 1/29/2014 3g3REUSE Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. !Mai. 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�) ek+ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fYl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informaflon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 M Saut:tsnnns Pine Of Ren eer is specifeut,the design values are them effestive O8IGi/2013 by ALSC Job Truss Truss Type Qty Ply 50 R41832560 PL14-92_UP F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15.40:22 2014 Page 1 ID j7axn4OsHnThlyaUAczwOszX1 UY-K1 fOQAMIAZSkPz80VjG6522FQFHaFeKG2OVP1 dzOQSd 1 1-10-12 I 1 1-9-11 II 2-6-0 I 1-2-0 11-0-5 Scale=1:29.4 1.5x3 I I 4x10= 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 8 9 • o o e i t, ei/ \ N e' e a e e e , 16 5 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= 2-1-12 16-10-12 2-1-12 14-9-0 I Plate Offsets(X,Y): 1.6:0-1-8,Edge1,f11:0-1-8,Edael,f16:Edae,0-1-8l LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 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) 15=1642/0-5-8 (min.0-1-8),16=701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) ONTO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. CS OV yJ TOP CHORD 2-3=0/259,3-4=0/259,4-5=1534/0,5.6=1534/0,6-7=-1423/0,7-8=-1423/0 BOT CHORD 15-16=-1530/0,14-15-1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, 'jL ' d 10-11=0/1085 c q t A i1 WEBS 7-11=257/0,2-15=-1613/0,2-16=0/1711,5-13=252/0,4-13=0/701,4-14=-1231/0, N 2-14=0/1449,8-10=-1171/0,8-11=0/549 NOTES 4 49639 1)Unbalanced floor live loads have been considered for this design. .e{r 2)Refer to girder(s)for truss to truss connections. �.t °IS'j ES-- " . 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 764 lb uplift at joint 16. �I�NAL� G� 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. sk 1) PR 0,pe, LOAD CASE(S) Standard , GIN /O 870 2PE -57,,,,,,, q A3j, OREGO , �wN ' �$ER 1\ C-' ©— A. HERD EXPIRES:06/30/2015 April 22,2014 t it A i§ARNTMS-Verify design yamaretrs and RAD NOTES ON THIS AM INC UD£b MITER REF€R£fK,F PAGE MIi-74l fax.1/25/20iS 98FJREtJSf —_ Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. IA 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 Qe_, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M r+l( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality CdMda,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 Sr:uttteac Pim WI lumber is spec ed,she design values arettwcn effective 66,61.,2623 by ALSO I Job Truss Truss Type Qty Ply 5D R41832561 PL14-92_UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-oDDmeWNwxtab17jC3RnLeFaSbfgs_F2QG2EzZ3zOQSc I 2-6-0 I0-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 -.. \is 0 0 0 N N ee e e d Xx) 8 3x4= 19 3x4= 3x4= 3x4 = I 3-1-2 3-2-)0 3-9-10 I 4-4-10 4/6-2 8-8-8 3-1-2 0-1- 0-7-0 0-7-0 0-11-8 4-2-6 Plate Offsets(KY): 18:0-1-8,Edue1.19:0-1-8,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) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 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=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. IONTO 14, TOP CHORD 2-3=761/0,3-4=-761/0,45=761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 Q (}�WAS WEBS 2-10=757/0,2-9=-28/290,5-7=-737/0 1J . G'�y NOTES / ._ ,;, Q1- VI N 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)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to t) A9639 be attached to walls at their outer ends or restrained by other means. pet,�-,..,:1:9639...„),,,0 ISTO-v LOAD CASE(S) Standard 'ONAL � 'S ' WM _ 4tO PR°Pk-6, 1-4 17 °` 87022PE f y0 >" N % OREG (v rig Q4/ 'AO �418ER ' ©S A. HEP EXPIRES:06/30/2015 April 22,2014 a r WARNING-Venty design yaramet rs and 8545 NOTES ON THIS ASS TN l3DED MiTEK REFERENQ PAGE1111-7473 see i/29/2014 MFOREI15£ 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 p�T��* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [YI [ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 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. Cams Heights,CA,95610 If Southern Pine(SP)lanibmi lx specified,the:design values are those effective 05/01.!2023 by ALK Job Truss Truss Type Qty Ply 513 R41832562 PL14-92_UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXlUY-oDDmeWNwxtabl7jC3RnLeFaOwfYW AJQG2EzZ3zOQSc I 2-6-0 I I 2-3-5 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 N ao / \ e 44444141444014104144 e a e N 18' 12 11 10 i 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 1 10-0-5 10-1113 11-3-1311 16-5-8 { 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress!nor YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIO lit, TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 i W WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 (if `��', NOTES I /((. �''. n! 1)Unbalanced floor live loads have been considered for this design. —, N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d Wr be attached to walls at their outer ends or restrained by other means. 0\;:,4'A. Q S'iT 'd LOAD CASE(S) Standard : IVAL�' 51 4<'N0 ` GINt0 `c- 8 • 2 PE 19f V� 1 4)/N., OREOO 19 Ail EXPIRES:06/30/2015 April 22,2014 VVAR7/TIZ-Vedfl design paminelsrs and READ NOTES OPI TRES AND GUAM METER REFEREJdCI PAGE 1411-7473 rs c 1129/2036 9£FOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �- Applicabiliity 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�' e + erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Itrl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quaf ty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Firm lSP}lurcher is epetifialt the de;1 a values est-those effective 06/01/201.3 try ALSD Job Truss Truss Type Qty Ply 51) R41832563 PL14-92_UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:24 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-GPn8rsNYiAiSeHIPd81aAT7Xn3vFjbjZVi_W5VzOOSb 2-6-0 1 1 1-1-11 11 1-2-0 11-1-2-5 1 Scale=1:33.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • oo a \� N a e e° 16 15 14 13 12 3x4= 3x8= 3x6= 3x4= 4x4 = 3x4= 14-8-11 15-5-3 I 14-0-3 14-111 1p-31111 19-3-0 I 14-0-3 0-141 0-7-0 3-9-13 0-7-0 0-1-8 Plate Offsets(X,Y): (12:0-1-8,Edoe1,113:0-1-8,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 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Ince YES WB 0.68 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 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 16=841/0-4-4 (min.0-1-8),11=841/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. VONTO r> TOP CHORD 2-3=-3066/0,3-4=-3066/0,4-5=-3885/0,5-6=-3885/0,6-7=-2736/0,7-8=-2736/0,8-9=-2736/0 QS` *Z� BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 o CSS WA .,/,----1:-. 1 5' WEBS 7-13=0/459,8-12=585/0,2-16=1962/0,2-15=0/1347,4-15=723/0,6-14=0/583,6-13=940/0,9-11=1985/0, r G' T 9-12=0/1209 •4'' i°,0 'O. 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)11. 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 toQ ' isR ' � be attached to walls at their outer ends or restrained by other means. v4', LOADGASE(S).Standard s - ,i,,O) PR©p �,\ct" G1 N Ear, s�O�9 8 • 2PE �, <' 7 toN '0), OREGO 29 p4/ '9O FjySER \\ �`� A. H EXPIRES:06/30/2015 April 22,2014 a ' WARNING-Iredffde3ign paratne rs and READ MOTES ON THIS AND INCLUDED/4/15 f REFERENCE PAGE 14/I-1473 rest 1/23/2814 ELTOREMSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. T^ 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 responsiblllity of the A If�[�°��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �Y� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Bulding 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 ISM Washes is sTxesified,ttsc design values esttheme affective 06//1/201.3 byALS( Job Truss Truss Type Qty Ply 5D R41832564 PL14-92_UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn40sHnThlyaUAczwoszX1 UY-kbKW3COATUgJGRtbAsppjgfleTHOS7RikMj3eyzOQSa I 2-0-0 I 1 1-10-1 I I 1-2-0 1 1 2-5-3 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 1.5x3 11 1 2 3 4 5 63x4= 7 e e _ e e O 0,1 e e e 1 11 10e 9 4 3x4= 3x5= 3x4= 1.5x3 11 3x4= I 8-2-9 1 8-9-9 1 9-4-9 1 12-0-12 1 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): f6:0-1-8,Edgel,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 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=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. yoN70 TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=-1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 ©% 0-w,S Y WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=1277/O 9 eci' y, r II, h i NOTES t. ., O. Z c° Al 11 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4 be attached to walls at their outer ends or restrained by other means. .k6' LOAD CASE(S) Standard 'S'ONAL G ��Y'Ep PR Qp ss �v�Co GIN£ i' 0',p `c 87022PE r' cti Yy '0„ OREG � Zj �` A. H ERP EXPIRES:06/30/2015 April 22,2014 t WARNING-Vedfydeuign yamuielers and READ NO IDE ON THIS AND rNalivEB MIERREFERENOIPAGE PtII-f4T3ter.129/23idDERE USf �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and k for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ITek` fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/1811 Quality Crteria,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 Southere:Pine fes f luomtres is soecltfed,.the design veletas me those effeccdvc O8/O1/2O1.3 by A°..SC Job Truss Truss Type Qty Ply 5D R41832565 PL14-92_UP F15 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-kbKW3COATUgJGRtbAsppjgfhITGkS57ikMj3eyzOQSa I 2-6-0 I I 2-0-15 1 1 1-2-0 1 Scale=1:24.8 4x4— 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 If a PIM O N 13 12 11° 10 d] 3x4 = 3x6= 3x4= 4x4= 3x4= 10-6-7 11-2-15 I 9-9-1s 9-1117 ill-1-7 1 1 14-2-12 I 9-9-15 0-1-8 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(X,Y): (10:0-1-8,Edael,(11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=620/Mechanical,9=620/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `.,.,,-cONIO N, TOP CHORD 2-3=-1996/0,3-4=-1996/0,4-5=1633/0,5-6=-1633/0,6-7=-1633/0 Y*' BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 o ov WASitt WEBS 6-10=-744/0,2-13=-1389/0,2-12=0/765,4-11=-582/0,7-9=-1441/0, S 7-10=0/948 CJ Q,s, NOTES +' :, '$4 t11 -4 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. or r 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. €1 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 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 Q, ' O/STE" 0 +. be attached to walls at their outer ends or restrained by other means. '�IONALVv. LOAD CASE(S) Standard Ai ��4,E0 PR OFer, 87022PE / N p 'ois OREGON q, o4/ () aER `S q. HEckP EXPIRES:06/30/2015 April 22,2014 1 I WARNING-Verify design yarametrsand READ NOTES ONTHIS AND DELUDED#f7€#t'R€FERE 1IPAG€P07-1473 ret.T/29/20249bFGR€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 MN 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/TPI1 Qualify Criteria,DSB-89 and BCSI Balding 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 ISM.lumber is spec td,the design values are those effective 06/8112013 by AL0S2 A Job Truss Truss Type Qty Ply 5D R41832566 PL14-92_UP FG1 FLOOR GIRDER 1 1 Job Reference foptional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-CouuGXPoEoy9uaSnkZL2FuC?ftLBenszOTdAOzOQSZ 1-4-12 1 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 , O ei 1 A 5 4 3x4= 3x4=- 1 1 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "*** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress!nor NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 ONIp NOTES O VtI 1)Refer to girder(s)for truss to truss connections. ( , 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. s t 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 1, tll z7`j �; ` be attached to walls at their outer ends or restrained by other means. , I� 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. or 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ti i LOAD CASE(S) Standard STEW�Y � 'fir — \ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 4'101‘TAL Uniform Loads(plf) Vert:4-5=10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) �?\co ,oG)� � % Q 870 2PE 9f y(i) >" ry '`'j„ ©REGSN cp AU 90'© ,it3ER \� t 4 ct A. HE•R EXPIRES:06/30/2015 April 22,2014 s WARNIBG-VedtydesignparaonelersandREADWIESONTIMISANDIN ##DED PIT TSR REFERS/ITSPAGE f47I-7473res.1/29/28149 ORE USE il 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M;iTee fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdteda,DSB-89 and BCSI Binding 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 45P/kamlaew is smethfreeL tare design values ate these affective O4/63J2013 be ALSL Job Truss Truss Type Qty Ply 5D R41832567 PL14-92_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:4026 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXlUY-CouuGXPoEoy9uaSnkZL2FuCyuth?BcTsz0TdAOzOQSZ 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 ° b e a 0 N N ° °3x4= 1 �/ a 9 8 / \ 3x4= LXX 3x4= 3x4= I 3-2-10 1 3-9-10 14-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Eddel,19:0-1-8,Edoel LOADING(paf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 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=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o'VONIo A, TOP CHORD 2-11=926/0,3-11=926/0,3-4=926/0,4-5=926/0 ` �A BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 oc::,. pv WAS y) . WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 CJ K r'' , ,- 'G' i NOTES {11 CI m. ,, O. 11 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)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4" 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 ,r+ 4963 e0 zg be attached to walls at their outer ends or restrained by other means. Off, -GISTS 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. .cs, t 'S, The design/selection of such connection device(s)is the responsibility of others. kVONA1, 6)In the LOAD CASE(S)section,loads applied to the face of the trussare noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=T 00 ci,...D PR OFFS Uniform Loads(plf) Co` GI .o Vert:7-10=-8,1 s so ,-...N. �N ,g O,�p Concentrated Loads(Ib) Vert:11=-169(B) 'A $7022PE fii, ie t1d �0 oREGO �" 14/ '0 f3ER \`‘ 0 ©S A. HEAP EXPIRES:06/30/2015 April 22,2014 9 WARNING-Verify design yarame'J=rs and NEAT MITES ON THIS AND DIMMED MITEI(REFERE74t PAGE Mf1-1473 res(/29/2016 BEFORE USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. I Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p ;� e'^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mi 1e 0. fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Sioesitherrn a(SP}vlumt from spec Merl,theltifsslugtaxev781 ones art these Suite /4Sj20P3 by A'22314. Citrus Heights,CA,95610 Symbols Numbering s Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 11/4" Center plate on joint unless x,y p y offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. irr4bhi Apply plates to both sides of truss and fully embed teeth. 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q_f/f Q 2. Truss bracing must be designed by aln engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I M—MIIE_ ;a:0 iiiiiiirte, ,,$ bracing should be considered. �—� 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. r- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7"8 ..7 • O- 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 location details available in MiTek 20/20 CHORDSAND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS.S/LETTEERSS. 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING ....0.... 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown IS for crushing only. IISMII 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. 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. isnot sufficient. 8 i BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MI le K ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 E CONFORMS TO DESIGN CONCEPT CONFO STODESIGNCONCEPTWITH CONFORMS TO DESIGN CONCEPT 0 NON CONFORMING REVISE&RESUBMIT Ell CONFORMS TO DESIGN CONCEPT WITH 44' REVISIONS AS SHOWN ❑ NON-CONFORM..G-REVISE AND RESUBMIT 1 'IEA ! .ABLE CODESt,u V. R'n Pi ar. By Alexa Fukui DG e 9122/14 I THIS SHOP DRAGONS RAS BED REVIEWED FOR GENERAL CONFORMANCE MIERRANDT ARCHITECTS I W'I H THE DESIGN CONCEPT ON_Y AI NOT RELIEVE THE FABRICATDR!VENDOR OF RESPONSIGAOUR CONFORMANCE WITH THE CR1 DESIGN D.%,NGS x. SPECIFICATIONS ALL OF ENICH HAVE PRIORITY l OVER THI `.OP QkG. CONTRACTOR SHALL VERIFY ALL OiNENSIONS. i + M* By.. LX Dass:September 19.2014 1■■ y r CJ1 r. 111. / CJ3 4 1.4 CJ5 6:12 . CJ6 . CJtc 111 13 u Cr CVL- Mi► CJs Wa CALIL k — M10 CJ w - — Fir 1 ..16— CA . i ^'s 0:12 CA — Cr 112 6:12 \______ 1 CA CJ5 CJ1n CAL 10:CJ 1 IH:C.116 Ho a 1 : 1 Ni IliSilit 10 12 ,S 2 206 211 1 I GARAGE RIGHT 11'-r i. 11-71/2" 40'-0' 1 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL PLAN DRAWINGS FOR ALL FURTHER PLAN 5-D GOFFERINFORMATION BUILDING 4aci 1 er USS PLAN. DRAWN BJP REVISION-2: TO TRUSSCON ECTIOLNS.BUIL Y: DING 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL Q ha P �[ T R. 'i7 r S S.. '. C 0 A DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. .• 1 1=1 CONFORMS TO DESIGN CONCEPT : CONFORMS TO DESIGN CONCEPT : •• 0 REVISIONS NOTES CONCEPT WITH i : ' 1 0 NON-CONFORMING—REVISE&MIAMI 1 CONFORMS TO DESIGN CONCEPT WITH i,,,s,....,DI.VAil.5.EN RESEMO F,F,:3E..C.F7.4iCf I " REVISIONS AS SHOWN 1:!.A•,-;i41,7,T4Z-s.i.,•-n,:n4Z.,,,,IWIZ 1 40, • -0 ,vy‘coNfoa:,ING-REVISE AND RESUBMIT •=,:,..,,,,,,,,,,,,,,,,,....., By Alexia Fukui Date 9/22/14 i THIS SHOP DRAWING HAS EN REVIEWED FOR GENERAL CONFORMANCE IAILBRANDT ARCHITECTS 1 WITH THE DESIGN CONCEP ONLY AND DOES NOT RELIEVE THE . , ., csi FABRICATORIVENDOR OF R PONSIBILITY FOR CONFORMANCE WITH THE DESIG1 'AWNS-AND SPECIFI„ T'ONS ALL OF WHICH HAVE PRIORITY OVER , 813RAEN, AMR ALL VERIFY ALL DIMENSIONS. , 0 _ ‘,: t cid' aton , Date:Seotember 19.2014 T 21 EER/ G INC a a / CJ1 „ A CJ1 _ : v . lr IJ CJ2 CJ2C - CJ3 1 010111,10A CJ3C CJ4 ______ 7; /,,,/,,,,,,p, c... CJ5 ® . '6. r/ cibc , ! 6:12 Si- /8/ _ 1,444 CJ6 ,_____ .......„ ) C.17 ,____, 41. .1.3 CjCJ6C7C 7 CJ8 __., 4 ' 1 CJ8 B CJ9 _______ CJ9 •:1- - ,-- CJ10 ___ Aill11111111 CJ10 CJ11 • 9 an CJ11 9 4 Ei'D CJ10 , ...,...4,,..., ir ,..,r •••—• Csi 0, , . ED a-- 2 x CJ10 ac.9` B ...._, NI- CJ9 • ".:1'W. ('in -4- 4 0, ' = CJ8 ,____ at V . 10:1 C.) • CJ6 ,_.,, , , 10 6:12 (5) 0 CJ13 \ ) CJ15 (I) AF as CJ14 US26- _., ',:•',. CJ16 10:HG 1 : 1.0 CJ17 • _. 4144% ,.i.di..„411 12 1Mill a4C113 N. HGUS26-2 . Alliballa-- -.:h..-- ( A11191,116r 1 .1111 sig 1,'I'1 IT — ASJ1 rs _0.1...•1.. .._. 11-71[ .., • . i. Tr CI CI CSI '`— "• N 11F- • .••••••••••,,rw.p.:Hi , , . ,----- .-I-c; ,_,, __t_ Cal t”, C•.1 7 , 7 GARAGE LEFT 9'-81/2" 1". 11'-7 1/2" 111-8 BERING WM. 40'-O ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ., „ ENGINEERED STRUCTURAL IN ''''''? PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER DESI PLAN 5-D COFFER INFORMATION.GIBUILDING GNER/ENNEER OF RECORD ONpa, „.., umber PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL OJ TO TRUSS CONNECTIONS.BUILDIRUSSNG 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS '' COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek 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). 44' I IX tt 0 ' /Le (4, ii). , ,!st 0 14 t CD .' t 'STS ,v D IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9-10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 618 10.11=(-2326) 10538 4-10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11-12=(-2326) 10538 10- 5=(-4306) 998 TO LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12.13=(-1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12"0C, UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0° V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5-12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0" TO 9'- 7.5" V 7- 8=(-6686) 1490 12- 6=( -612) 2824 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5" TO 11'- 7.5" V 6-13=(-4768) 1062 NOTE: 2x4 BRACING AT 24"0C UON. FOR 'BC UNIF IL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF IL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0" 0'- 0.0" -682/ 3075V •34/ 41H 5.50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 9'- 7.5" 11'- 7.5" -1228/ 5488V 0/ OH 5.50" 8.78 KDDF ( 625) ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'- 0.0" Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psft uplift at 24 "oc ssacina.� 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = •0.001" @ -1'- 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060" @ 5'- 9.8' Allowed = 0.535" nails staggered at: MAX TL CREEP DEFL = -0.178' @ 5'- 9.8" Allowed = 0.714" 9" oc in 1 rows) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015" @ 11'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0" T 1-11-11 7-08 02 1-11-11 f T ,r NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main win dforce•resisting T j21.30# ' 21.30# 12 system and components and cladding criteria. 12 10.00 10.00 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, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 A 4 -5- 6 /�J - \ M-5x10 / I I l i I' I �o - - I ins I I v� tom I I �o 9 ' 10 11 12 13 - 8 M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 3584# > ), 4' y ), y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 y ), 1-00 11-07-08 JOB NAME: POLYGON PLAN 5-D NH - AH1Scale: 0.4231 f' /5/ 7, WARNINGS: GENERAL NOTES,unless otherwise noted: ( s ft�, `p C r1.Builder and erection contractor hould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual i..., Truss: AH 1 and Warnings before conetrucb n(commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing Wt be installed where shown+. incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to nsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erect r.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f�mmrr , P Y 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++ lid SEQ. : 6051299 IZ 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 {y, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-conosive environment, yy design loads be applied to any Component, and are for"dry condition"of use. /",,n, i 4, ',- . TRANS I D: 407540 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 i! f7 fabrication,handling,shipment and Installation of components. necessary.sJ 'fi ARA'. i✓ P P 7.Design assumes adequate drainage Is provided '� rl 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 BCS(,copies of which will be furnished upon request. git coincideiindicate with jointacenter lines. 9.Digits indicate size of plate in Inches. EXPIRES: �f n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-t311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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=(-64) 38 TC LATERAL SUPPORT <= 12"OC. 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" -68/ 301V -23/ 81H 5.50" 0,48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1" Allowed = 0.054" MAX IC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000° @ 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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=20ft, 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 0 in the plane of the truss only. 0 0 N M/- O 0� ► 4� f M-3x4 y y y . 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3I ~,0 R R DF JOB NAME : POLYGON PLAN 5-D NH - AJ1 O\ YN GONE/ ,,,'j� s,, Scale: 0.6772 f7T'/5// Q'S' WARNINGS: GENERAL NOTES,unless otherwise noted: t-�7' t„' 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+. t f' Truss: AJ 1 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. l 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'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 !"' NNW,- ,y„ DATE: 9/5/2014 responsibilitybuilding designer. Impact rPiq rer ywag(BC). '^+,. the overall structure is the res onsibilit of the 3.2x or lateral bracingrequired where shown++ n n n ff'I'. S /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. 7, OREGON Gk W E Q. : 6051300 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, 6+ +� '* design loads be applied to any component. and are for"dry condition"of use. f;+, ''I}�r 7 4 r.(� �..'�..... TRANS I D: 407540 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 L! fabrication,handling,shipment and installation of components, necessary. / Fi R1�i 7.Designlaesassumes adequateatedondrainage is truss, R 1. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. git coincideiindicate with jointcenter lines. 9. Digits indicate size of plate in inches. r C C rt 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. 11111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 1(1&8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 141&BTR SPACED 24.0" 0.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOAZ 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/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = Compulrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 ssf) 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" 12 . MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.054" 10.00 V MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.072" /11 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 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. CS Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co O load duration factor=1.6, co Truss designed for wind loads in the plane of the truss only. M� O O A y y y ) 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME: POLYGON PLAN 5-D NH AJ2 Scale: 0.6371 �' // � " ra WARNINGS: GENERAL NOTES,unless otherwise noted: • s/44.! 92iS S PIE r1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper r incorporation of component is the responsibility of the building designer. ,r -�, 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at fir. 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length Dy 1�,,,,, „ 4 ""'- DES. BY: LJ 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++ � �� {` 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. +g, 'V SEQ. : 6051301 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. {) '' 1 4, 2-n i TRANS I D: 407540 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 C)i fabrication,handling,shipment and installation of components. necessary.assumes. L�'RAO'A S y ' P Po 7.Design adequate drainage Is provided. '�r�T rl 4- B.This design Is furnished subject Is the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointpate nr nche. 9.Digitssoini ide size oinplateetinches. 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) EXPIRES:12/31/20155 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" 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=(-138) 101 TC LATERAL SUPPORT <= 12"OC. 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" -27/ 313V -63/ 178H 5.50" 0.50 KDDF ( 625) plateprefixdesignators: 1'- 9.2" -55/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector LL = 25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50° 0.23 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REDUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' 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 BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" /) MAX HORIZ. LL DEFL = -0.001° @ 5'- 7.9"r 12 MAX HORIZ. TL DEFL = •0.001" @ 5'- 7.9" 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=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C..- load duration factor=l.6, N Truss designed for wind loads 0 in the plane of the truss only. U) M VPAIIIMIIMI O O� 11.-7•74.-45014 10"="01 -/ M-3x4 y y y 1, 1-00 2-00 3-08-11 'PROVIDE FULL BEARING;Jts:2,4,3' JOB NAME : POLYGON PLAN 5-D NH - AJ3 e0 PR, rx Scale: 0.5270 C' {� � � 44,9 0 /WARNINGS: GENERAL NOTES,unless otherwise noted: 17 • +' 4 •t1,„ 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 Truss: AJ 3 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 t their at DES. BY: LJ is the responsibility of the erector,Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !"}ter 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++ SEQ. : 60513024.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -T ,q�OREGON j,r4, 4. 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: 407540f ° jr design loads be applied to any component. and are for"dry condition"of use. / ,�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 �P fabrication,handling,shipment and installation of components. necessary. A E R I t_4 7.Design assumes adequate drainage is provided. 't"! 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 I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR•1988(MiTek) EXPIRES:❑RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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=(-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 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' -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2' -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 5sf) uplift at 24 "oc spacin0.j 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11 11' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX ELDEFL = 0.001" @ 1'- MAXC PANEL0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=1.6, 0.I 1 I Truss designed for wind loads o in the plane of the truss only. 0 0 N f7,_ 0 o,-- 0011011/ 4 M-3x4 y y y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,31 ati) Rare JOB NAME : POLYGON PLAN 5-D NH -I ASJ 1 Sale: 0.6772 � 'o WARNINGS: GENERAL NOTES,unless otherwise noted: .1".. .( ,i�'j '" 1.Builder and erection contractor Should be advised of all General Notes 1.This design is bused only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: ASJ 1 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing ust be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by ;r *Amm► ; 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++ . S E Q. : 6051304 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 IxAs 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, ,- ,� 0 design loads be applied to any component. and are for"dry condition"of use. Sy, TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1�1I �i1 ' ( i necessary. 'i`1,.'r1 RIO- 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 111011111111111111 TPI/WTCA In BCS(,copies of which will be furnished upon request. Digit coincide with jointcenter nche. 9.Digits oini ide size of tplate in inches. n1 n 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 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1- 2=(-4208) 990 1-12=( -700) 3012 12- 2=( -652) 2762 17- 8=(•2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12-13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13-14=( -674) 2628 3-13=( -126) 758 8.19=(-3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5. 6=(-1000) 4076 15-16=( -580) 2416 14- 4=( -368) 1860 TO LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5838) 1502 16.17=( -528) 2170 4-15=(-7398) 1894 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 11.5" V 7- 8=(•4484) 1176 17-18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5" TO 19'- 11.5" V 8- 9=(-3932) 1020 18-19=(•1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 11.5" V 9.10=(-5328) 1322 19-10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24"00 UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'- 11.5" V 10.11=( 0) 72 6.17=( -67B) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL B'- 7.3" -2972/ 11613V 0/ OH 3.50" 7.82 KDDF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5" -934/ 3796V 0/ OH 5.50" 6.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 ssfl uplift at 24 "oc spacing,[ Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 rV/ ] 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.032" @ 4'- 1.6" Allowed = 0.400" 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = •0.062" @ 4'- 1.6" Allowed = 0.533" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = 0.036" @ 14'- 1.5" Allowed = 0.537" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100" @ 14'- 1.5" Allowed = 0.717" MAX LL DEFL = -0.001" @ 20'- 11.5" Allowed = 0,100" MAX TL CREEP DEFL = -0.001" @ 20'- 11.5" Allowed = 0.133" 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 MAX HORIZ. LL DEFL = -0.009" @ 19'- 6.0" 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0" f f 4128# T T 4 T T iT128# T NOTE:Design assumes moisture content does 12 12 12 not exceed 19% at time of manufacture. 10.00 7 10.00 7 Q 10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 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, M-4x6 M-5x16 Truss designed for wind loads M-5x11 M-3x4 M-5x12 M-1"5x3 in the plane of the truss only. A 3 00 5 T c I,� r r o 4 1 - 12 13 14 15 16 v 17 18 19 M-5x8 M-4x6 M-3x6 M-7x8 M-4x8 M-3x6 M-5x10 1 M-1.5x3 1, y 1, ), M-8x14 y .1 ��584# , 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 J' y y y 8-04-08 0-05-08 11-01-08 1-00 1, 1, ) (PROVIDE FULL BEARING;Jts:1,15,10I 19-11-08 1-00 JOB NAME: POLYGON PLAN 5-D NH - BH1 CO PRop , Scale: 0.2765 90- ,,,,,, WARNINGS: GENERAL NOTES,unless otherwise noted: •9241l 7' 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 T. II PE r- Truss: B H 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: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " r fY.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON v 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 0R EtinaO 44, SEQ. : 6051305 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.. N. design loads be applied to any component. and are for"dry condition"of use. /� '` }x' 1 2.0 TRANS I D: 407540 44 �^4 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 necessary. fabrication,handling,shipment and installation of components. R1 i 7.Designlaesassumes adequateed drainage iso truss, 4- 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 1111111111111111111 TPI WfCA in SCSI,copies of which will be furnished upon request, git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. r1�j 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 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-67) 43 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 294V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -73/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 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 ICOND. 2: Design checked for net(-5 psfl 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' 1-11-11 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 = 0.078" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.131" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" 8 1'. 12.0' Allowed = 0.206" 10.00 7 MAX HORIZ. LL DEFL = -0.000" @ I'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 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. �' Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, O Truss designed for wind loads • in the plane of the truss only. N 0 O Off ■EMM ►4 -/ M-3x4 1, 1, y 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,41 C PRape� JOB NAME : POLYGON PLAN 5-D NH - BJ1 � + Scale: 0.6882 WARNINGS: 1 GENERAL NOTES,unless otherwise noted: `'1115//7.7' �.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual .4' t 92 011 r E r" Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to unsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by f. tr P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �^�rCC 4. 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.+ OREGON vO /,' 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. '}! Ot -cr SEQ. : 6051306 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. f,+�' 14 2-� A. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 414.. Yrj PIR P P 7.Designlaesassumes adequate ne dthinac a is truss,and This design is furnished subject to the limitations set forth by ft.Plates shall be located on both faces of truss,and placed so their center IIIA VIII II II VIII VIII VIII III I III(III TPIMIfCA in SCSI,copies of which will be furnished upon request. git coincide with joint centerche. 6.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 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2, ( ) BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=(-95 ) 77 2-4= 0 0 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 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" -35/ 332V •44/ 132H 5.50" 0.53 KDDF ( 625) 3'- 9.2' 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN1B (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.) 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" 3-11-11 MAX TC PANEL LL DEFL = 0.042" @ 2'- 5.3' Allowed = 0.305" MAX TC PANEL TL DEFL = 0.039" @ 2'- 5.3" Allowed = 0.458" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9' 12 . MAX HORIZ. TL DEFL = -0.001" 8 3'- 10.9" 10.00 7 0 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=20.9ft, 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 co in the plane of the truss only. 0 c., M -7- 00 0� �� 4►� M-3x4 y > y 1-00 4-00 (PROVIDE FULL BEARING:Jts:2,4"3] PR Oe JOB NAME: POLYGON PLAN 5-D NH - BJ2 �t� r Scale: 0.5824 C.1. / �} WARNINGS: GENERAL NOTES,unless otherwise noted: �. �ryy 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 individual CC �92 0 0 PC3 E Truss: BJ 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atAlle 4,4011 - DES. BY: LJ 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 - DATE: 9/5/2014responsibilitybuilding designer. plywood required where sown drywall(BC). ft the overall structure is the res onsibilit of the 3.2x Impact bddging or lateral bracing where shown++ ( ) 4. No load should be applied to any component until alter all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051307 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, ;� J N. ,+4"" design loads be applied to any component. and are for"dry condition"of use. / p. 14, 2s �i-,. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifG fabrication,handling,shipment and Installation of components. necessary. PRO"'5 7.Designlaesassumes adequate ne draothi face is provided., 'rr L- 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center (VIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. EXPIRES: pC o Inn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX [IES.12/31/2015 1111111111101 . IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 011&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= 171 3.4=( -58)1 25 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/ 314V -64/ 179H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2" -139/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9" -30/ 48V 0/ OH 1.50" 0.08 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 psf) 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 = 0.009" @ 1'- 10.0' Allowed = 0.286" ' MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 12 fl 10.00 MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. c, Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, LO Truss designed for wind loads in the plane of the truss only. o/- 5► M-3x4 y y ), y 1-00 4-00 1-08-15 'PROVIDE FULL BEARING:Jts:2.5,3.41 0 RR C?,c6 JOB NAME: POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270 tic, WARNINGS: GENERAL NOTES,unless otherwise noted. *(� S�?E ('"` 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 Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper l//L//, 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 stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at woo, P rY 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +fir!r DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). r Cr 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 (� 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. AsS EQ. : 6051308 fasteners are complete and at no time should any loads greater than 5.Design assumes trussesnareof to be used in a non-corrosive environment, / ,f11� "LN-N 1 TRANS I D: 407540 design loads be applied to any component. and are for"dry conditio" use. F' t-P. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ssumes full bearing at all supports shown.Shim or wedge if f t y i fabrication,handling,shipment and Installation of components. 41. "r R 1 4 , P Po 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 IIIIII VIII VIII VIII VIII VIII VIII'III'III TPI WTCA in BCS',copies of which will be furnished upon request. git coincide with jointcenter che. 9.Digitssoni ide size oplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MiTek) EXPIRES:12/31/2015 IIII ll H III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C4=1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 42H 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50' 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -39/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9' Allowed = 0.131" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 1-11-11 NOTE:Design assumes moisture content does 1' I 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), 12 load duration factor=1.6, 10.00 F 4 Truss designed for wind loads in the plane of the truss only. rn O 0 O cm M,- O o/- 1� 3�, ---/ M-3x4 2-00 'PROVIDE FULL BEARING;Jts:1,3,2I JOB NAME : POLYGON PLAN 5-D NH - BSJ1 �.t � ' Scale: 0.7703 • /5/ WARNINGS: GENERAL NOTES,unless otherwise noted: tt^�f i- {'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 e 92 1 1IP E Truss: BSJ 1 end Warnings before construction commences. building component.Applicability of design parameters and proper / Ale - 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 construction2.Design assumes the top and bottom chords to be laterally braced at ' �r DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by li p , /�mr�r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f ' 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 ^ 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. "tORE;tON SEQ. : 6051310 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. / '47, jO ATRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ‘". fabrication,handling,shipment and installation of components. Dnesign as. /11 PRI i t 7.Design assumes adequate drainage is provided. rl 1 L»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 I VIII VIII VIII I III VIII VIII VIII IIII IIIITPINt/TCA in BCSI,copies of which will be furnished upon request. lines coincide wth Joint center linea indicate 9. Digits size of plate in inches. 10. EXPIRES: USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EX PI RES:12/31/20n15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=( -983) 3050 3-10=(-29B) 299 BC: 2x4 KDDF 81&BTR SPACED 24.0' O.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3- 4=(-3184) 1317 11.12=( -413) 1876 4-11=(-746) 536 LOADING 4- 5=(-2473) 1183 12.13=( -791) 2399 11- 5=(-406) 1050 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5-12=(-406) 1051 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6.13=(-183) 618 OVERHANGS: 18.8" 18.8" 8- 9=( 0) 79 13- 7=(-300) 300 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 KDDF ( 625) ICOND. 2: Design checked for net(-5 pafl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.206" @ 25'- 11.9" Allowed = 2.154" MAX TL CREEP DEFL = -0.397" @ 18'- 0.0' Allowed = 2.872" MAX LL DEFL = 0.017" @ 45'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ 45'- 6.8" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.085" @ 43'- 6.5" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139" @ 43'- 6.5" f T T NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture. T f fDesign conforms to main windforce-resisting 12 M-4x6 12 system and components and cladding criteria. 6.001/ Q 6.00 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I 5 ,fv' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �, load duration factor=l.6, M-5x8(S) ! M-5x8(S) Truss designed for wind loads in the plane of the truss only. • 0.25"! 0.25" , 4 M-1.5x3 M-1.5x3 /1111 : N ,4I\Ch o 1la ^\ =C � 10 11 o M-3x8 M-3x4 0.25" 0.2512 13 M 3x4 M-3x8 0 M-5x8(S) M-5x8(S) y ), y y )' )' y y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y 1-06-12 44-00 1-06-12 0 PR Ore JOB NAME : POLYGON PLAN 5-D NH - Cl Scale: 0.1506 • 1511 WARNINGS: GENERAL NOTES,unless otherwise noted: ' ±f�" f r44 11 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 Truss: C 1and 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 +rP. DES. BY: L.J is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .* +MP P 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++ f y r �1"" SEQ. : 6051311 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. f OREGON `4, 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 design loads be applied to any component. and ere for"dry condition"of use. { -T 1 s`�, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.necessary.assumes full bearing at all supports shown.Shim or wedge if R 1 t fabrication,handling,shipment and installation of components. fi 10-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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIMlrCA in BCSI,copies of which will be furnished upon request. sgit coincide with joint center nr lines. g.Digitsindicate d i cdtsize of inplate inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 79 2- 9= ) 9=(-298)q ' BC: 2x4 KDDF #1&BTR ( (•-802 30218 9- 42991 SPACED 24.0" O.C. 2- 3=(-3324) 1271 9-10= -809) ( ) WEBS: 2x4 KDDF STAND ( ) ( 2538 9- 4= -182 616 3- 4=(-3164) 1308 10-11=( -431) 1847 4.10=(-746) 536 2x4 DF STAND A LOADING 4. 5=(-2452) 1174 11.12=( -780) 2358 10- 5=(-406) 1050 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5-11=(-396) 1027 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3267) 1326 6.12=(-226) 561 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pg) 12- 7=(-247) 336 ** For hanger specs. - See approvedplans BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 9 p pp BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -342/ 2021V -247/ 257H 5.50" 3.23 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.0' -274/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT B: Heel to plate corner = 2.50" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.205" @ 18'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.386" @ 18'- 0.0" Allowed = 2.856° MAX HORIZ. LL DEFL = 0.083" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.135" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-11-15 21-09-01 ( f Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria. 12 i' 12 f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00/ M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 in the plane of the truss only. M-5x8(S) 04044 0 0.25" 4%11 "25"M-5x8(S) M-1°5x3 M-1.5x3 It\ /" ‘\*, \ . . "' M-3x8 v 7,,,- A -c o or- 2 � 9 1 '( 11 12 •*gp o M-3x8 M-3x4 8.25"- 0"25 M-3x4 0 M-5x8(S) M-5x8(S) y 1, 1, y y y y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 1-06-12 43-09 JOB NAME : POLYGON PLAN 5-D NH - C3tG �S Scale: 0.1508 � /� { WARNINGS: GENERAL NOTES,unless otherwise noted: . +l�i02.�yy -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 1 11t� t-� Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such a respectively unless braced throughout their length by 1 � / r� 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++ Cr 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051312 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. / ��^ ,z() �. TRANS I D: 407540 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, fabrication,handling,shipment and installation of components. necessary. R i t 7.Design assumes adequate drainage is provided. 4 4r 4-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 11111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. CCv�r�`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) Ch IRES;12/31/2015 111E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; I LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-1956) 5870 3-13=( •154) 354 2x6 KDDF #1&BTR T2, T3 2- 3=(-6766) 2286 13.14=(-3060) 8274 13- 4=( -486) 1888 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15-16=(-3048) 8220 6-14=( -92) 754 TC UNIF L 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5996) 2126 16.12=(-1910) 5602 14- 7=) -486) 380 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF L 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 6- 7=(-8588) 3228 7-15=( -534) 394 BC LATERAL SUPPORT <= 12"0C. UON. TC UN'IF L 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0' V 7. 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF L 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 43'- 9.0" V 8-10=(-5882) 2106 8-16=(-2866) 1340 9.10=( 0) 0 10.16=( -482) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10.11=(-6614) 2318 16.11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1150/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0" -1095/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M20HS,M18HS,M16 = MiTek MT seriesJoin together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) nails staggered at:k) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005' @ -1'- 8.0" Allowed = 0.222' 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269" @ 22'• 0.0" Allowed = 2.142" 9 oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.078" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.127" @ 43'- 3.5" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads f - in the plane of the truss only. 5-01-03 4-04 0-06 08 5-08-15 6-03-06 6-03.06 5-08-15 0-06-08 4-04 4-10-03 T T '4533.30# , ' i '( T �33.30# ' 1' 12 12 M-7x8(S) ------J6.00 6.00 1---" M-5x6 5 M-3x5 0"25" M-3x5 9 M-5x6 411.7171V pM-1.5x3 M-1,5x3 1 C•3M-3x8 in o �r 15 16 *�2 C,Ccp c, M-3x8 M-3x8 0.25" 0.25' M-3x8 8 M-7x8(S) M-7x8(S) y J, y y ,. y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - CH1 Scale: 0.1499 �, vGINE. ,, 0./0 4 5/1 . WARNINGS: GENERAL NOTES,unless otherwise noted: 1. 211 t�'? t^" 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 Truss: CH 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Imo' DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by err p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q 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 OREGON SEQ. : 6051313 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. F-- V �1 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, ,e� fl V�� design loads be applied to any component and are for"dry condition"of use. 6' 1 4 _ TRANS I D: 407540 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 �}. fabrication,handling,shipment and installation of components. Dnesign assumes. `yI`'ia R ' P P 7.Design adequate drainage is provided. rS f'"t t» 6.This design Is furnished subject to the imitations set forth by 8,plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII I II IIII TPIM?CA In SCSI,copies of which will be furnished upon request. Digit coincideI ctwith jointfcenter nche. 9.Digits indsize oplatein inches. EXPIRES;t- oFp 7q MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXt'1 RCS:12 31/2015 1E 110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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=(-1346) 2900 3-13=( -97) 178 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF #1&BTR 3- 4=(-3183) 1579 14-15=(-1739) 4230 13- 6=(-1371) 647 WEBS: 2x4 KDDF STAND LOADING 4. 5=( 0) 0 15.16=(-1701) 3873 6.14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 16-12=(-1313) 2765 14- 7=( -257) 154 IC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7-15=1 -276) 155 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8-10=(-2734) 1407 8-16=(-1397) 647 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10.16=( -367) 997 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3118) 1527 16-11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 sun uplift at 24 "oc ssacin0.I 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 = 0.293° @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.510" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.082" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.122" @ 43'- 3.5" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads T T T T in the plane of the truss only. 5-01-03 4-04 3-05-09 2-09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 T T T T T T T T T T T 12 5 9 12 6.00 I/ M-7x8(S) Q 6°00 M-5x6 M-3x5M-4x6 3 7 0.25" M-3x53 *' y I3.. M-1.5x3 \ \ M-1.5x3 + 1 m M-3x8 u, 4' 13 14 '' j5 16 *12 � o M-3x8 M-3x8 0.25" 0°25' M-3x8 0 M-7x8(S) M-7x8(S) ), y > y > y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 PR JOB NAME : POLYGON PLAN 5-D NH - CH2 4 IN SS Scale: 0.1499 '',0,y //7T Q1. WARNINGS: GENERAL NOTES,unless otherwise noted: ` n J t-�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 .,921 1/t".E r Truss: CH2 and Warnings before construction commences. building component.Applicability of design parameters and proper r, 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. > 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'0.c.respectively unless braced throughout their length by01111" i�rR^ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rr it DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M1 I,i�� 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. 'Vf OREGON ^*J SEQ. : 6051314 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� ! N�s design loads be applied to any component. and are for"dry condition"of use. /` '�}s 1 r�QT • TRANS I D: 407540 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 fabrication,handling,shipment and installation of components. Designneas. / R FR t ,^" 7. assumes atedadequate both drainage is truss,d. 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 11111111111111111111 VTPIANrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. r- MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX PI RLS:12/31/2015 1111111 11 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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=(-1067) 2889 3-13=(-152) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0° 0.C. 2- 3=(-3317) 1286 13-14=( -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3- 4=(-3114) 1250 14-15=( -700) 2439 4-14=(-524) 357 2x4 DF STAND A LOADING 4- 5=(-2567) 1138 15-16=( -700) 2439 14- 5=(-276) 797 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( 0) 0 16-17=( -882) 2558 14- 7=(-435) 182 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7. 9=(-2213) 1074 7-16=(•457) 180 B- 9=( 0) 0 9.16=(-2B5) 791 LL = 25 PSF Ground Snow (Pg) 9.10=(-2551) 1111 16-10=(-489) 344 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3039) 1229 10-17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3218) 1283 17.11=( -79) 251 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -321/ 2034V -182/ 191H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0' -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 8sf) uplift at 24 "oc spacing,) JT 12: Heel to plate corner = 2.25" 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 = 0.201" @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.389" @ 22'• 0.0" Allowed = 2.856° MAX HORIZ. LL DEFL = 0.085" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.142" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting "( f T '1 system and components and cladding criteria. 5-02-03 0-0'108 5-04-05 5-05-11 5-04-06 f 1' '1 TT 1' T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-07-06 5-05-11 5-04-05 0-04-08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' T '11 '1 ,f'( 1' '1 load duration factor=1.6, 1212 Truss designed for wind loads 6.00 M-4x6 M-3x88 M-4x6 X16.00 in the plane of the truss only. M-5x6(5) ' 0000,44,M-5x6(S) 0.25" 0°25" 0 M-1.5x3 M-1.5x3 4\ • CoM-3x10 0 a 1, A ,, o o13 14 I 15 0,25' 17 M 3x4 6 *12 c o M-3x8 M-3x4 0.25" M-1.5x3 M-5x8(S) M-5x8(S) * * .1 * * * * * * 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). Ore JOB NAME: POLYGON PLAN 5-D NH -'i CH3 t...?NR pt_ Scale: 0.148315/) WARNINGS: GENERAL NOTES,unless otherwise noted: (� 92•!PE '. 11 1.Builder and erection contractor s ould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual G f and Warnings before constructio i commences. building component.Applicability of design parameters and proper .s' Truss: C H3 incorporation of component is the responsibility of the building designer. r 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the lop and bottom chords to be laterally braced at err. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length bytrr �' 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++ � 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. `," OREGON Q,, 441 SEQ. : 6051315 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, s design loads be applied to any component. and are for"dry condition"of use. /„+.,. " l' 14' 2.° l' TRANS I D: 407540 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 [Y fabrication,handling,shipment and installation of components. necessary. 1�r E.R R i{ t V P P 7.Design assumes adequate drainage is provided. C:rT R 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 11111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git co incide with jointcenterinches.9. Digitssi int ide size of plate in lines. 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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 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) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 3- 3=(-3337) 1610 115=(-1142) 2696 14- 4=( -22) 359 3- 4=(•3135) 1578 15.5.16=(-1120) 2476 4-15=(-523) 297 LOADING 4- 5=(-2589) 1493 16-17=(-1120) 2476 15- 5=(-357) 819 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18-12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7-17=(-463) 298 8- 9=( 0) 0 9-17=(•357) 819 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2589) 1493 17.10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3135) 1578 10.18=( -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3337) 1610 18-11=(-151) 184 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. 8-1.504 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon), LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -444/ 2038V -198/ 198H 5.50' 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 44'- 0.0' -444/ 2038V 0/ OH 5.50" 3.26 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,j 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 = 0.254" @ 27'- 5.3' Allowed = 2.154" MAX TL CREEP DEFL = -0.403" @ 22'- 0.0" Allowed = 2.872" MAX LL DEFL = 0,022" @ 45'- 8.0" Allowed = 0,167" MAX TL CREEP DEFL = -0,021" @ 45'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.101" @ 43'- 6.5" 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145" @ 43'- 6.5" f NOTE:Design assumes moisture content does 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042.05-04 3-03-09 5-05-11 5-02-03 5-07-06 not exceed 19% at time of manufacture. T T T T T T T T T T T 12 6 8 12 Design conforms to main windforce-resisting 6.001/ M-4x6 M-4X6 \ 6.00 system and components and cladding criteria. M-3x8 7 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2,- Exp.B, MWFRS(Dir), M-5x6(S) M. M-5x6(S) Trussdad designeduration fforwind o6loads 0.25" 0"P5" in the plane of the truss only, -c M-1.5x31/1\ M 1.5x3 1 co co 114 1 '� i6 T 17 18 -1 3 o O 11-3x8 M-3x4 u•25" M-1 ,5x3 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y ), 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 y ), 1-08 44-00 1-08 JOB NAME: POLYGON PLAN 5-D NH - CH4 ,.G ,v61 Scale: 0.1623 / �� rQ WARNINGS: GENERAL NOTES,unless otherwise noted: f!1`T .. 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/liP E C"'" Truss: CH4 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 atAle „,.Amor DES. BY: LJ Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +� P y 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++ I� 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 N S E Q Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. f 1'J. 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 /4, �� fabrication,handling,shipment and installation of components. Dnesign as. R JR 1` 7.Desgn assumes adequate drainage is provided. L 8.This design is furnished subject to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII VIII VIII VIII VIII III IIIITPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. e.Digits indicate size of plate in Inches. 10. Vn r- n MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12!'31 12015 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. 2-30(-71) 97 TC LATERAL SUPPORT <= 12"OC. 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 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" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) I 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) 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,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 nsf) 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 TC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" f f MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" 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. -v Wind: 140 mph, h=19.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12load duration factor=1.6, Truss designed for wind loads 10.007 o in the plane of the truss only. ..1- o chi a O o� X4 M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 6-00 ,R5.,0 P Ores JOB NAME : POLYGON PLAN 5-D NH - CJ 1 sale: 0.6954 ~� 0 WARNINGS: GENERAL NOTES,unless otherwise noted: !,r ±{ �r E< �"" 1.Builder and erection contractor¢hould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: CJ 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 41 DES. BY: LJ responsibilityof the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length bytes! is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r-� 'CC 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 �I,`° SEQ. : 6051317 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. kJ +a `V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non•conosNe environment, A A design loads be applied to any component. and are for"dry condition"of use. �v, 'T j 14, TRANS I D: 407540 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 p i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R1 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 VIII VIII VIII VIII VIII VIII VIII(III(III TPI WTCA in BCS(,copies of which will be furnished upon request. git co incide with Joint center liche. 0.Digitssi int ide size of tplate in Inches. q MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 111141 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=(-60) 58 TO 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/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) 2' 3.6" -124/ 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,M20HS,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 psf) uplift at 24 "oc spacing.' 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" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" T T MAX TC PANEL LL DEFL = -0.004" 8 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6" Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 10.00 7 MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 'rr 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. el o c> 1110.- 4 M-3x4 y y y 1-00 1PROVIDE FULL BEARING:Jts:2,3,4f 6-00 lik .,0PRDF "S JOB NAME : POLYGON PLAN 5-D NH - CJ2 Scale: 0.6704 "*� (NE cS" WARNINGS, GENERAL NOTES,unless otherwise noted: +gr^r2 '� /� �] 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 7211 11 P Truss: CJ 2 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. l °.' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'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). /"tri fy„ DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 + /� 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 !j j S E Q ,F- ! n N. design loads be applied to any component. and are for"dry condition"of use. f,.+., }� 7 ' [-� �.'.. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V �! fabrication,handling,shipment and installation of components. necessary. 'Fl, ` 7.Plates assumesadequatene drainage is of sRIO- 6. This design is furnished subject to the limitations set forth by 8,plates shad be located on both faces of truss,and placed so their center 11111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request, lines coincideitwith joint patecenterche. 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-1988(MiTek) EXPIRES:12/31/2015 111111III 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-49) 63 3-5=( 0) 76 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-118) 14 5-6=(-30) 95 3.6=(-99) 31 WEBS: 2x4 KDDF STAND; 3.4=( -17) 31 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 292V -27/ 91H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" MAX TO PANEL LL DEFL = 0.003" @ 0'- 11.5" Allowed = 0.081" 12 MAX BC PANEL TL DEFL = -0.003" @ 1'- 9.5" Allowed = 0.116" 10.00 7 MAX BC PANEL TL DEFL = -0.006" @ 3'- 9.0" Allowed = 0.140" MAX HORIZ. LL DEFL = 0.001" @ 5'- 3.3" --,// MAX HORIZ. TL DEFL = 0.001' @ 5'- 3.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �' r Design conforms to main windforce-resisting 0/01,410M-3x4 � osystem and components and cladding criteria. Wind: 140 mph, h=20.2ft, 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 in the plane of the truss only. v i M-1.5x3 o� M-5x6 **2X WEDGE W/(2) M-2.5X4 TYP. .-2.75 12 y y y y 2-05-08 2-09-13 0-08-11 1-00 2-05-08 6-00 3-06-08 1PROVIDE FULL BEARING;Jts:2,4.61 0_0 PR Ore JOB NAME : POLYGON PLAN 5-D NH - CJ2CScale: 0.5669 ,4. 'rcs S 5//7" y WARNINGS: GENERAL NOTES,unless otherwise noted: ( c' 1.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 building component.Applicability of design parameters and proper Truss: CJ 2C and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ..„.!.*ammr „ 0 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++ �f, SEQ. : 6051319 ft 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 t), 'V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, yy design loads be applied to any component. and are for"dry condition"of use. , '� 14 2� �l' TRANS I D: 407540 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 {7 fabrication,handling,shipment and installation of components. Dnesign assumes. ^'ry RIO'{ V P P 7.Design adequate drainage is provided •.+"1 t- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI/VYfCA in BCSI,copies of which will be furnished upon request. lines coincideitwith Joint in inches.9. Digits idsize of tplate eto lines. C rf f MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12J 31/2'015 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 H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-82) 76 TC LATERAL SUPPORT <= 12"00. 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" -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) Connector plate prefix designators: 3'- 6.1" -127/ 128V 0/ OH 1.50' 0.21 KDDF ( 625) C,CN,C18 CN18 (or no prefix) CompuTrus, LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF = Inc ( 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 psf) uplift at 24 "oc Spacing.) 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 IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.099" 3-06-13 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.132" MAX TC PANEL LL DEFL = 0.017" @ 1'• 11.8" Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.1" 10.00 7 _, MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1" NOTE:Design assumes moisture content does 0 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,BCDL=6,0, ASCE 7-10, • o (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. COCO PjrjjIMIIMIMIIMIIMIMIMIMIIIM0 O 0 ►� IN.- Ji4 M-3x4 y y 1-00 !PROVIDE FULL BEARING;Jts:2,3,41 6-00 • JOB NAME : POLYGON PLAN 5-D NH - CJ3 > � x fisc Scale: 0.591715/1 �G7 WARNINGS: GENERAL NOTES,unless otherwise noted: SCJ --f- Truss: 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 individual 7921 III- t- Truss: CJ 3 end Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. P 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1r is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f 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. -77 .,q_OREGON ! . SEQ +7 r �l 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. 6.Design assumes full bearing at all supports shown.Shim or wedge if / "Q�.- ,� , � �-f TRANS I D: 4075401n ' fabrication,handling,shipment and installation of components. Design ecessary. d..eR R{ 7.Plat s assumes atedadequate dthifae isprovided.us, '�"! I 6.This design is furnished subject to the limitations set forth by B. plates shall be located on both faces of truss,and placed so their center 11111 11 VIII VIII VIII VIII VIII III!IIITPI/WfCA in BCS!,copies of which will be furnished upon request. lines coincideidiatwith joint center linea P.Digits indicate size of plate in inches. EXPIRES: V❑ tC MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) Cn PI RES: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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-52) 89 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-171) 21 5.7=(-69) 114 5.3=( 0) 51 WEBS: 2x4 KDDF STAND i 3.4=( -24) 34 3.7=(-127) 76 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 BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -41/ 343V -40/ 122H 5.50' 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1" -100/ 69V 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. 'COND. 2: Design checked for net(-5 psf) 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 TL CREEP DEFL = -0.005' @ 2'- 3.8" Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX IC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186" 3-06-13 MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" T I' MAX HORIZ, TL DEFL = 0.005" @ 5'- 7.5" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 -' Design conforms to main windforce-resisting � system and components and cladding criteria. M-4,4A Ij Wind: 140 mph, h=20.7ft, 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 11 �/ in the plane of the truss only. N C') 111_= "7 c. 111111111111111,1 M-1.5x3 6 0 M-3x4 M-3x4 3x4 y y 1, 2-03-12 3-08-04 y y J ) 1-00 2-05-08 6-00 3-06-08 1PROVIDE FULL BEARING;Jts:2.1,71 c0 PR Ore JOB NAME : POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 �. 4( "'!5%19 WARNINGS: GENERAL NOTES,unless otherwise noted: !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 Truss: CJ3C 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 4r�" DES. BY: LJ responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by . *i is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC 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 ,hl, SEQ. : 6051321 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `V 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. 'D '''n," 1 4, °� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.assumesn full bearing at all supports shown.Shim or wedge if PRO'.i fabrication,handling,shipment and installation of components. +"F R 1 '.. P 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterinches.9. Digitssincde size of platein lines. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 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/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2.4= q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-109995 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 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,CN1B (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. iCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.052" T T MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9' Allowed = 0.374" MAX IC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" 10.007 0 MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" 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. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. v co c, M-3x4 y y y 1-00 6-00 1PROVIDE FULL BEARING:Jts:2,3,4J likk,0 PR Opts JOB NAME: POLYGON PLAN 5-D NH - CJ4 Scale: 0.5377 ( j WARNINGS: GENERAL NOTES,unless otherwise noted ' .rrr��r2�y a P E ' /� 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 individualCt. =�.JG f C 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. . f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,,,,e 460100"the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as I / r DATE 9/5/2014 responsibilitybuilding designer. plywood required in wheresand/ordrywall(BC). the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing shown++ ' OREGON i,�' 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. vE+.av `*J SEQ. : 6051322 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, Lto design toads be applied to any component. and are for"dry condition"of use. / "/P` 2.0 TRANS I D: 407540 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 r✓ 14, nfabrication,handling,shipment and installation of components. Decessary. R R1` 7.Design assumes adequate both drainage is provided. 4- VIII VIII VIII VIII VIII VIII I III IIII IIII 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANfCA in BCSI,copies of which wilt be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 10. v C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 MIMIIIIIIIIIIIIIMIIIIIMiluilmr 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 2-6=( -93) 129 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3v) 214) 46 5-7.(-122) 165 5-3=(•180 ) 151 WEBS: 2x4 KDDF STAND 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 BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) I LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 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 psfl uplift at 24 "on soacing.l 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 = 0.005" @ 2'- 3.8" Allowed = 0.209" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.279" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" 4-09-04 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" T MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 I.i) Design conforms to main windforce-resisting 1,00111 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), M 4x6 ,_ c%, load duration factor=1.6, .._ Truss designed for wind loads in the plane of the truss only. A� a` 7 om M- X4 I o M-1.5x3 ►� 6 0 c M-3x4 M-3x4 2-03-12 3-08-04 > ), ) 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4.71 t0 PR Op 4(<5k elY,s1 JOB NAME : POLYGON PLAN 5-D NH - CJ4C Scale: 0.4610 4, %511` f-3, WARNINGS:- GENERAL NOTES,unless otherwise noted: Gl; ± .P E tt 1.Builder and erection contractor Ihould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 4C 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 l DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by arc i . p y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "r 'CC 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. ,r S EQ. : 6051323 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��+, ,t�}' rN design loads be applied to any component. and are for"dry condition"of use. 1;.J 1 4, h, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6'Decessa assumes full bearing at all supports shown.Shim or wedge if rh f 1 i t (�T fabrication,handling,shipment and installation of components. ry• !'r R i t=- 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI YYTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center linche. B. Digitssoincde size of tplate in inches. ry�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:12/31/2015 1E110111This 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=(-137) 115 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/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 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 ICOND, 2: Design checked for net(•5 osf) 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" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'• 7.2" Allowed = 0.478" I i' MAX TC PANEL TL DEFL = -0.144' @ 3'• 4.8" Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10,9" ) NOTE:Design assumes moisture content does 12 f not exceed 19% at time of manufacture. 10.00 7 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=1.6, Truss designed for wind loads o in the plane of the truss only. <I- 0 LC) CD • v o/- o 10.-714►� M-3x4 y )- y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,3' 0k,p PR Ore JOB NAME : POLYGON PLAN 5-D NH - CJ5 , )r� ) ` , Scale: 0.4821 ''/5/l WARNINGS: GENERAL NOTES,unless otherwise noted: * +�'ys p 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 =9 G 41 11 t" Truss: CJ 5 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 BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r14100- DES. s is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch assheathing(TC)and/or drywali(BC). .-+"' ' " plywood 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++ n CC s^r� /,� 4SEQ. : 6051324 . No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. """ ORES„ON 'a! 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, Aa design loads be applied to any component, and are for"dry condition"of use. I`,+, }r ,� rQ -.},. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'V fabrication,handling,shipment and installation of components. Decessary. /�j1r2*RAIL A I L4 7. necessary. assumes adequate drainage is truss, +'•:rt rl 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 I VIII VIII VIII I III VIII VIII VIII IIII IIIITPUWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(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 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-150) 175 6.5=( 0) 18 BC: 2x4 KODF #1&BTR SPACED 24.0" 0.C. 2-3=(-257) 55 5.7=(-195) 224 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -87) 66 _ 3-7=(-249) 216 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 BAG REQUIRED BRG AREA 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'- 11.6" -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. 'COND. 2: Design checked for net(-5 psf) 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" MAX HORIZ. LL DEFL = -0.010' @ 5'- 7.5" 5-11-10 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" T T NOTE:Design assumes moisture content does 12 -v not exceed 19% at time of manufacture. Design conforms to main windforce-resisting j( system and components and cladding criteria. 10.00 y 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. M-4x6 v #0114 v� 4 AliiiRMIII1. ! M3X4M15X37am - trr o� q _� 6 M-3x4 M-3x4 y y ), 2-03-12 3-08-04 .1 y 1 > 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,4' iwD PR°ice, JOB NAME : POLYGON PLAN 5-D NH - CJ5C �< GINE ' t, Scale: 0.4046 r ��yt�,( WARNINGS: GENERAL NOTES,unless otherwise noted: .4t' *7G tSJ' ,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 G r Truss: CJ 5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing m rst be installed where shown*. incorporation of component is the responsibility of the building designer. .Additional temporary bracing to insure stability during construction - 2.Design assumes the top and bottom chords to be laterally braced at 3 h 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ..,01,41111011P „ 4+x"'1" DES. BY: LJ Is the responsibility of the erecto.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++ y j yJ /� 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. 7, A_v �W SEW. : 6051325 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�, `7,, �,s,� design loads be applied to any component. and are for"dry condition"of use. 1 4' '" {�,1y TRANS I D: 407540 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 fabrication,handling,shipment and installation of components. necessary. t*'R FR ti t V P Po 7.Design assumes adequate drainage is provided. r-t t•- 6.This design is furnished subject 10 the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 101111111111111111111 TPIMIrCA in BCS'copies of which will be furnished upon request. git coincide with jointanr lines. 9.Digits indicate size of plate in inches. r7 t q 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 31/20155 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 217) 192 2-5 =(0) 0 3-4=(-115) 66 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 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) Connector plate prefix designators: 0'- 0.0" -24/ 377V -79/ 216H 5.50' 0.60 KDDF ( 625) C,CN C18,CNla (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) M,M20HS,M18HS,l = MTek MseriesuTrus, Inc 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 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 ICOND. 2: Design checked for net(-5 psfl 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 = 0.074" @ 2'- 9.2' Allowed = 0.461" '1 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 10"00 7000000/ 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=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (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. ap co ca o/- o / 5.---2.r.---. M-3x4 y y y 1-00 6-00 1-02 'PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ6 , � '� Scale: 0.4578 r`eJ s '/5//r l' WARNINGS: GENERAL NOTES,unless otherwise noted: / ++�� 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 ' ..92•II PE Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , jesR-- is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) l t " the overall structure is the responsibility of the buildingdesigner. PIcg(re shown or drywall(BC), M DATE: 9/5/2014 P Y 9 3.2x Impact bridging or lateral bracing required where ++ "a. 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. ,g.OREGON SEQ. : 6051326 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 +� d(` design loads be applied to any component. and are for"dry condition"of use. f "q}r ,� ' Q TRANS I D: 407540 5.Compolrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if gV. fabrication,handling,shipment and installation of components. necessary. J�r'� #rit L.-5^" 7.Plates assumes adequate drainage ioprovided. 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 I VIII'VIII VIII VIII VIII VIII VIII'III'IIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9.Digits indicate size of plate in inches. 10. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-114) 160 7.6=( 0) 18 BC: 2x4 KDDF N1&BTR I SPACED 24.0" O.C. 2.3=(-236) 46 6.8=(-149) 206 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-165) 126 3.8=(-229) 165 LOADING 4.5=( -62) 26 TC LATERAL SUPPORT <= 12"OC. UON. L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 387V -80/ 217H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -16/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -147/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series 'EOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1" -18/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) :OTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 0sf) uplift at 24 "oc spacing.' ND 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 IL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" 7-02-01 MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" T 'i MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. )V 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, , Truss designed for wind loads in the plane of the truss only. 12 `n M-4x6 10.00 M-3x4co Aph ..._9o ��� M-3x4 M-1.5x3,'LNI i --> � 0 0 M-3x4 y y > 2-03-12 3-08-04 1, y ; y 1-00), 2-05-08 4-08-09 y , 6-00 1-02-01 (PROVIDE FULL BEARING:Jts:2.8,4"5I ,,.,D PROre JOB NAME : POLYGON PLAN 5-D NH - CJ6C Scale: 0.3413 , os `� ' 149 WARNINGS: GENERAL NOTES,unless otherwise noted: 7/5//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 Itk. -921*F E Truss: CJ 6C 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. ,✓ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 40r�e DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'CC 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 I,� 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. �i 'V SEQ. : 6051327 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 s � design loads be applied to any component. and are for"dry condition"of use. 1y TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Dnesign assumes. 'i's R t 1 �,,,4 . P P 7.Design adequate drainage is provided. �1 rl 1 4. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII(III(III TPI YVrCA in BCS(,copies of which will be furnished upon request. Digit coincideIctwith joint aIn inches.9. Digits dsize of plate eIn lines. C C� q rt 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 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.3=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-266) 237 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=( -90) 38 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 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" -24/ 378V -93/ 2490 5.50" 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,CI8,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'- 4.4" -14/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) 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" II MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7' Allowed = 0.481" 0 MAX TO PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.7" MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.7" 12 NOTE:Design assumes moisture content does 10.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting w system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, yr Truss designed for wind loads o in the plane of the truss only. c, v o/- _ o 5.-E24 -/ 1 M-3x4 y y y y 1-00 6-00 2-04-07 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME: POLYGON PLAN 5-D NH - CJ7 (c. 0.� Scale: 0.4129 X7/5/1 J / WARNINGS: GENERAL NOTES,unless otherwise noted: r'�.y t7 "fy /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual «,7 G,f{- (- Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper J 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Pyl.� continuous sheathing such as plywood sheathing(TC) ( )and/or drywall BC. f DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ L SSE /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. ,q�OREGON IU iid E Q. : 6051328 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 1,. design loads be applied to any component. and are for"dry condition"of use. /" -1), 2,4 �-. .. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, fabrication,handling,shipment and installation of components. Designnecessary. R1 1 7. laesassumes adequateatedon drainage is truss, �r L 6.This design is furnished subject to the limitations set forth by B.Plates shell be located both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII IIIIIIIIIIIIITPINVECA in BCS(,copies of which will be furnished upon request lines coincide with joint center lines. e. Digits indicate size of plate in inches. 10. EXPIRES:MiTek USA,InC./CO npuTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12!!!31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-7=(-115) 164 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-235) 82 6.8=(-149) 211 6-3=( 0) 51 I WEBS: 2x4 KDDF STAND 3.4=(-216) 173 3-8=(-234) 166 LOADING 4-5=( -68) 31 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 BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -19/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc ssacing,I 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 = -0.008" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" 8-04-07 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" T f 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. 12 Wind: 140(AllmphHeights),7Enclosed,4Cat.2, Exp.BASCE , MWFRS(Dir), 10.00 7 load duration factor=1.6, OI Truss dpnefor wind loads inthe Plaeofthehetrussonl Y• COI M-4x6 1 Ih 41.I - - o o M-1.5x3 M-3x4 7M 3x4 0 M-3x4 y y ), 2-03-12 3-08-04 ) y y y 1-00 , 2-05-08 5-10-1� y 6-00 2-04-07 'PROVIDE FULL BEARING:Jts:2.8,4,51 c.0 PR 04- JOB NAME : POLYGON PLAN 5-D NH CJ7C Scale: 0.3027 w , G1 X11 ' / WARNINGS: SCJ /5/1 1' GENERAL NOTES,unless otherwise noted: ± f f7 �^` /� 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 Truss: CJ 7C 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 4,41101.* DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr�lr p Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON C DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � /,- S E Q. : 6051329 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. 1 `cY fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and ere for"dry condition"of use. /6 fr 1 4 • N 4A TRANS I D: 407540 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! necessary. 'l"lj'L'f r1y I t �„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +-''kk rl i.� B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request git coincideictwith jointacenter linche. 8.Digitssindsize of plate In inches. EXPIRES: tl 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 9'- 6.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-319) 286 3.4=(-102) 45 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" -23/ 376V -107/ 284H 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/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 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 psf) uplift at 24 "oc spacino.l 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 = -0.004" @ 9'- 6,1" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V. system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, , GI Truss designed for wind loads in the plane of the truss only. o co co r/- VPl o� ►� 5w=di 0 M-3x4 1, > y y 1-00 6-00 3-06-14 (PROVIDE FULL BEARING;Jts:2,5,3,41 9,0 PR(Ire JOB NAME : POLYGON PLAN 5-D NH - CJ8 +N 4, Scale: 0.3715 �'Jyy��+(J {J WARNINGS: GENERAL NOTES,unless otherwise noted: r'^�'�y /�t-9 f /� 0 1.Builder and erection contractor should be advised of aft General Notes 1.This design is based only upon the parameters shown and is for an individual t 92 1*PE E r Truss: CJ 8 and Warnings before construction commences. building component.Applicability of design parameters and proper �+ 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �Cr460001. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !'"' M,- fy. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ nn r n f)•'�y'�, SEQ. : 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. 7J it.OREGON tx ^K S E Q. : 6051330 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- 17 +� As .1 design loads be applied to any component. and are for"dry condition"of use. '}" .� ' ,� �^�- TRAN S I D: 407540 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 fabrication,handling,shipment and installation of components. necessary. fi R#5 7.Design assumes adequate drainage is provided. RIIA. 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 I VIII(VIII VIII VIII VIII VIII I III(III(IIITPI/WTCA in BCS(,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E lines coincide with joint center lines. 9.Digits ndicate size of plate in inches. Cv n 10.For basiciconnector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.12/31/2015. IIIIIIIIHIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-374) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -56) 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" 9.2" 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/ 331H 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" -129/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 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'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2' Allowed = 0.103" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" 0MAX 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 19% at time of manufacture. 10,00 Design conforms to main windforce-resisting system and components and cladding criteria. co Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), li v load duration factor=1.6, iM-3x4 ' ca Truss designed for wind loads a) in the plane of the truss only. Cr)Cr III J, y y y 1-0o 6-00 4-09-04 IPROVIbE FULL BEARING;Jts:2,6,3,4I JOB NAME: POLYGON PLAN 5-D NH CJ9 Scale: 0.3424 �� ```��ry1ry5�1p4°. WARNINGS: GENERAL NOTES,unless otherwise noted: s.77G�.i[�L^. (- Truss 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 t-i... Truss: CJ 9 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 r0r DES. BY: W 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). OREGON it DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ } V f 1E4a V N �/,, 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7' O GO `ct SEQ. : 6051331 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 design loads be applied to any component. and are for"dry condemn"of use. 2 TRANS I D: 407540 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 } �'` t] fabrication,handling,shipment and Installation of components. necessary. 'Y(Ei-y t"y i y 1� V P P 7.Designlaesassumescaedoneh drainage isprovided.truss, +'F fl 5"- 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII I III IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits idsize of plateinches. nes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. liFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 ''IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" D.C. 2-3=(-411) 381 3-4=(-192) 140 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -55) 29 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" 0.0" 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" -23/ 376V -134/ 356H 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" 137/ 194V ft(-5 OH1.50" 0.25KDDF ( 625)11'- 11.7" -30/ 49VOH1,50" 0.08KDDF ( 625)BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. ICOND, 2: Design checked for psf) 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" 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" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9" 0 MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture, 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, 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 ,t 0 in the plane of the truss only. CO') O Cr _ 6-_ M-3x4 y > y y 1-00 6-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : POLYGON PLAN 5-D NH - CJ10 � ed, Scale: 0.3221 '`715/1 ..,,b1. WARNINGS: GENERAL NOTES,unless otherwise noted +l!��ry-- � 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 92 611{�p f,,. Truss: CJ 10 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 bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by jerr is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywoodWIMP - DATE: 9/5/2014 responsibilitydesigner. Impactbridging or equead where s shown drywall(BC). CC the overall structure is the res onsibili of the building 3.2x bdd in lateral bracingrequired where ++ nn ��++ '^+. SSE /� 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. "'TJJ ,,J'OREGON {j f E Q. : 6051332 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, y r/ �, design loads be applied to any component, and are for"dry Condition"of use. /6 *1 k ,� 2.° -,,... TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. !'� R i 1 t 7.Designlaesassumes adequate drainagehciso truss, A.w 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III Ell VIII VIII VIII IIIIII II(III III TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. 4 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1114 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-454) 427 3-4=(-246) 188 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -77) 55 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" 0.0" 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" -23/ 377V -148/ 392H 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" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -169/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 1.6" -60/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacinnd VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" yl MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 0.9" MAX HORIZ. TL DEFL = -0.008" @ 13'- 0.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, Truss designed for wind loads CI' in the plane of the truss only. c) o -/ 6'' o M-3x4 '' y y 1, 1-00 6-00 7-01-10 [PROVIDE FULL BEARING:Jts:2,6,3,4,51 4 pRQp .,JOB NAME : POLYGON PLAN 5-D NH -i CJ11 (?.... 0.1Nsale: 0.2976 WARNINGS: GENERAL NOTES,unless otherwise noted: ��y ��t . 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.r E Truss: CJ 1 1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at d r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �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++ fr 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. ",P7 OREGON 1X `ti SEQ. : 6051333 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, Y "7 a4 design loads be applied to any component, and are for"dry condition"of use. f4 • 14 20 v. TRANS I D: 407540 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 p�}� F3 q fabrication,handling,shipment and installation of components. Dnecessary. 'Yl p R i y > V P Po 7.Design assumes adequate drainage is provided. ++-17 fl 1 4- 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 111111111111111111111 TPI/VJfCA in BCSI,copies of which will be furnished upon request. it coincideItwith jointinches.9. Digitssidsize of tplate in Inness. n 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 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-336) 304 TC LATERAL SUPPORT <= 12"OC. UON, LOADING 3-4=(-109) 56 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 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) Connector plate prefix designators: 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefixp LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF 625) p ) = CompuTrusInc 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 WOOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8" -64/ 93V 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 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 = 0.064" @ 3'- 4.9" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. 3 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y( o load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. c co co r/- .1- LCALIMIMEIMMI=Eimmmwmi o 0 0 ►� 5... -/ 5 M-3x4 ), 1/ y y 1-00 6-00 3-11-12 (PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ12 ,,i"` � ,4 Scale: 0.3645 '�',)511r. WARNINGS: GENERAL NOTES,unless otherwise noted: 1. !///.+ t-�!lKE 1 /� I 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 4t,' t:72 1 0 r-L„ i'� Truss: CJ 1 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1t�a /r continuous sheathing such as plywood sheathing(TC)and/or drywall BC. l" rn DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) }',K.. 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. "� A7REGC?f'y) `ct' SEQ. : 6051334 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 t„, (, design loads be applied to any component, and are for"dry condition"of use. //� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if CJ 1'4, • �� fabrication,handling,shipment and installation of components. ncontassumes adequate drainage is provided. l.-1r B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111101111111111111111 TPUWfCA in BCS(,copies of which will be furnished upon request lines coincidediatwithizjoint center lines. 9.Digits Indicate size of plate in inches. EXPIRES: rsn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(MiTek) 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3 222 .4=( -91)0 237 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" -24/ 378V -88/ 238H 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" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -14/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 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 = 0.095" @ 2'- 11.8" Allowed = 0.481" r) MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10,00 � Design conforms to main windforce-resisting ( system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o 0 load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. , co o M-3x4 I 1-00 6-00 1-11-10 'PROVIDE FULL BEARING:Jts:2,5,3,4I �t D RR 0, , 61/0 JOB NAME : POLYGON PLAN 5-D NH - CJ13 cr�1� A Scale: 0.4253 r {,'t7 tc//7aY r1. • WARNINGS: GENERAL NOTES,unless otherwise noted: C)y *(/c//1Jj ii7J t'` 1.Builder and erection contractor hpuld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 13 and Warnings before construct n commences. building component.Applicability of design parameters and proper a 2.2x4 compression web bracing ust 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 10, Amp.. DES. BY: LJ responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by VMlmin . is the 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. 3.2o Impact bridging or lateral bracing required where shown++ OREGON j� 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. 4* SEQ. : 6051335 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, �_tAN design loads be applied to any component. and are for"dry condition"of use. / "'4?' 14, "1' 6.Design assumes full bearing at all supports shown.Shim or wedge if �+•. ('j TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for thenecessary. i f t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 9 lines Dig is Indicate size de with of plate inint rinches. EXPIRES: ��77 rfn 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:12/31/201 55 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=(-137) 115 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" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 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. 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. v C. LO M c, iffir O/- o l'='--ill 'i M-3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,3J JOB NAME : POLYGON PLAN 5-D NH - CJ14 �, `� ` Scale: 0.4821 L.,L WARNINGS: GENERAL NOTES,unless otherwise noted .t t9t� 7' �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 CC. s,72 0!P E 4^ Truss: CJ 14 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byeidior is the responsibility of the erector.Additional permanent bracing of continuous15'tsuch asplywood sheathing inrequired where s ownordrywall(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++ /,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. OREGON ^ic/ �j � design loads be applied to any component, and are for"dry condition"of use. 6 /P. 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: 407540 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if O 9 4, ,p,; fabrication,handling,shipment and installation of components. necessary. !. � 7.Design assumes adequate drainage Is provided. 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 111111111111111131111111 TPIAMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 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) 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" 0.C. 2.3=(-133) 112 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 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' -32/ 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: , LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,0N18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IDQND. 2: Design checked for net(-5 psf) 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 TC PANEL LL DEFL = 0.141" @ 3'- 6.1" Allowed = 0.465" 5-09-12 MAX TC PANEL TL DEFL = -0.129" @ 3'- 3.8" Allowed = 0.697" T f MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.0" -v MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.0" NOTE:Design assumes moisture content does 12 v. not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=21.6ft, 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 to in the plane of the truss only. CV O it) T� O� 4►� f O 7/- M-3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 t0 RR°Fe, JOB NAME: POLYGON PLAN 5-D NH - CJ 15 Scale: 0.4840 �c,. 44 5%1 -7 WARNINGS: GENERAL NOTES,unless otherwise noted: Ci~ ±g2!e FJE r1.Builder end erection contractor Should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: CJ 15 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 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 duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at e�i- P ry 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +err DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ICC DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � ^ y 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. Q. SEQ. : 6051337 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.j., y 1� and are for"dry condition"of use. �u1 4, G"° t�T'- design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if f�� �3yT TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the necessary. '` f t `, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII I III'III'III TPI WTCA in BCS',copies of which will be furnished upon request. git coincide with jointcenter linche. a.Digits indicate size of plate in inches. Cr* MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1111 V[[[III 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 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-89) 81 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" -27/ 345V -44/ 130H 5.50" 0.55 KDDF ( 625) 3'- 10.2" -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 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. [GOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.[ 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 IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-10-15 MAX LL DEFL = 0,000" @ 0'- 0.0" Allowed = 0.082" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" MAX TC PANEL LL DEFL = 0.024' @ 2'- 1.8" Allowed = 0.300" 12 -/ MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 10.00 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001° @ 3'- 10.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, in (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads c%) in the plane of the truss only. r) vETAIMIIIMIIIIIMIIIIMIE 0 o� ��4 M-3x4 y > y 1-00 [PROVIDE FULL BEARING;Jts:2,3,41 6-00 • .D PROFe JOB NAME : POLYGON PLAN 5-D NH - CJ 16 Iry �s, Scale: 0.5878 '715/1` C} WARNINGS: GENERAL NOTES,unless otherwise noted: * ry 7' -37 ''Tru1.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' -921 t W E (- Truss: ss: CJ 16 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: LJ2'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). �^ t -_ p�, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �yy OREGON l',•+�. 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 SCQ ii ��gg__ , E Q. 6051338 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 -7 hs Q` -'� design loads be applied to any component. and are for"dry condition"of use. }� 14 "� ""- TBANS I D: 407540 5.Com uTrus has no control over and assumes no responsibility 6.Design assumes full bearing at all supports shown.Shim or wedge if <�, p p y for the necessary. 1 n �," fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C �.. 9 q 9 P {[-�y lI��y++ii 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I II VIII VIII I III[III I III III[III TPI/VVTCA in BCS[,copies of which will be furnished upon request. git coincide with jointcenter nche. 9.Digits indicate size of plate in inches. �r r C MITek USA,InC./COfnpuTfua Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1888(MiTek) EXPIRES:RES:12/31/2015 111 11M11 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=(-137) 115 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0" I TOTAL LOAD = 42.0 PSF 0'- 0.0" -341 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(•5 psf) 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" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" T MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -/ MAX HORIZ, LL DEFL = -0.002"i@ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" /ig() NOTE:Design assumes moisture content does 12 not exceed 19N at time of manufacture. 10.00 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, I Truss designed for wind loads 0 in the plane of the truss only. 0 in co v 0 c."/- ►� 4►� -/ M-3x4 * y y 1-00 6-00 1PROVIDE FULL BEARING:Jts:2,4,31 1 PROF JOB NAME : POLYGON PLAN 5-D NH - CJ17 �" IN s, Scale: 0.4821 �5/(r �4 WARNINGS: GENERAL NOTES,unless otherwise noted: ( a ry'#r E �S✓ 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 l- and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CtJ 17 Incorporation of component Is the responsibility of the building designer. 2.2z4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at fir. 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by J�,I'1�r I DES. BY: LJ 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++ CREGIN 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. -P V O 4:i SEQ. : 6051339 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. /6 '*1 1." 14, 20 p4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge ift1 q fabrication,handling,shipment and installation of components. Dnecessary. i+y A 1 y V P P 7.Design assumes adequate drainage is provided. X11 t''S 1.- 13.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 IIIII IIIII IIIII IIIII IIIII I III III IIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincideictwith joint ate in che. 9. Digits indicate size of plate in inches. Cts b Asntt MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'• 3.8° 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.C. 2-3=(-69) 26 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 BAG 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/ 83H 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'• 3.8" -36/ 78V 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 ICOND" 2: Design checked for net(•5 psf) uplift at 24 "oc spacing.) 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'00 1----- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" 8 -1'- 8.0' Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" 8 -1'- 8.0' Allowed = 0.222' MAX TC PANEL LL DEFL = 0.004" 8 I'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = 0,004" 8 1'- 4.3" Allowed = 0.307" MAX HORIZ. LL DEFL = -0.000" 8 3'- 3.0" MAX HORIZ. TL DEFL = -0.000" 8 3'- 3.0" NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=2Oft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. cof-- v 0 c.,,_ 2 4 M-3x4 1 1-08 2-00 1-03-12 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - CSJ1 .40V NS' / Scale: 0.8191 , 5/ (} WARNINGS: GENERAL NOTES,unless otherwise noted: il s .y 11/�[+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual a:7G/9 P E rTruss: CSJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper �,, 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,0,' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 411114. drair DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by sr continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). l" 41WP, ry„ 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� / rh l`�•S� 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 kr SEQ. : 6051341 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, , n Ntx design loads be applied to any component. and are for"dry condition"of use. /',n, "g}f 1 ,0 �- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge i( CC JJ R� fabrication,handling,shipment and installation of components. necessary. 'Yl `n S i 7.Design assumes adequate drainage is provided. j, i� 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII I III(III(IIITPI/WfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines 9.Digits indicate size of plate in inches. 10. 4 MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:. 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" 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" O.C. 2-3=(-117) 53 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" -98/ 461V -25/ 134H 5.50" 0.74 KDDF ( 625) 1'- 9.2" -65/ 193V 0/ OH 5.50" 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7" -75/ 160V 0/ OH 1.50" 0.26 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 ICOND. 2: Design checked for net(-5 osf) 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 = 0.019" @ -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" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.0" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.0" 6.00 I/ 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=20.9ft, 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 in the plane of the truss only. co0 CO CO "01111, •,-/- ,11111111111111111114 MNIIIIII O� O 2►� 410..--- i M-3x4 y y y y 1-08 2-00 4-07-12 1PROVIDE FULL E}EARING:Jts:2,4,31 `k.0 RROF:S JOB NAME : POLYGON PLAN 5-D NH - CSJ2 � t+ )�C7r,�.,, 19 Scale: 0.5840 4.4C? '/5/1 ! 09, WARNINGS: GENERAL NOTES,unless otherwise noted: �` 2 P E �"" 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 CSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: incorporation of component is the responsibility of the building designer. ' 2.2x4 compression web bracing be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4011/.. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n fY. 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 `A' 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. ,7i„ A_ fix, `" SEQ. : 6051342 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, c °b77 design loads be applied to any component, and are for"dry condition"of use. 6 f" 1 4 2" �4 TRANS I D: 407540 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 �}- [3 fabrication,handling,shipment and installation of components. necessary. 'p'l Y:�R t i V. V. P Po 7.Design assumes adequate drainage is provided. +'f rl 14- 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII III) TPINYTCA in BCSI,copies of which will be furnished upon request. git coincideintwith jointcenter lines. 9.Digitssndsize oplate In Inness. tett ( Asn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015/20155 1E 1101II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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 2.10=(-1663) 4302 10. 3=( -341) 1053 7-15=(-233) 532 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3-11=( -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 1351 11.12=(-1082) 3153 11- 4=( 0) 366 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12-13=) -838) 2581 4-12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14-15=( -776) 2345 5-13=(-1362) 727 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-3043) 1369 15. 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 1327 6.14=( -372) 1119 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -347/ 2034V -248/ 258H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) JT 9: Heel to plate corner = 2.25" • 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 = 0.267" @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.490' @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.120" @ 43'- 3.5" 22-00 21-09 MAX HORIZ. TL DEFL = 0.199" @ 43'- 3.5" 2-09 5-10-08 6-04-08 7-00 T 7-06-15 7-01 7-01-01 notexesign assumes moisture content does exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rte" M-5x8(5) load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) to, 0.25" a, /\/M-1.5x3 M-3x5 M-3x10 iti- f M-3x10 0 v ,<;--°"-*'`';'1Q M-5x8 11 12� '; A o M-3x4 M-5x10 13 0.2514 M-3x4 9 0 a 2.75 e02X WEDGE M-5x6 M-5x8(S) 12 W/(2) M-3X4 TYP. 2.75 ), y ),12 ), y ), y -05-0 5-10-08 6-02 ,2-00y 9-05-15 8-11-05 8-09-12 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 • 43-09 (} PR 04, JOB NAME : POLYGON PLAN 5-D NH - D1 Scale: 0.1397 \�� ( `r, WARNINGS: GENERAL NOTES,unless otherwise noted: � � /� T.1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � =9 2 11*f t- r" Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ter ., DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by } Ie�"` 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++ OREGON i' 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of Inc respective contractor. -7 v ^v„t SEQ. : 6051343 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, ;cif N\4 A design loads be applied to any component. and are for"dry condition"of use. )� 1 4 2, -"- TRANS I D: 407540 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 lo fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1'"{Mt-. 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 IIIIII III VIII VIII I III IIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. indicate Digits size of platete in inches. MiTek USA,Inc./CompuTrua Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-t311,ESR-1988(MiTek) EXPIRES:RES 12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB 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 2.15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTR T2, T3 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #1&BTA I LOADING 3- 4.) -9298) 2850 16-17=(-3184) 8740 4.16=( -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17.18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL) 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0' V 5- 6=( 0) 0 18-19=(-3358) 8934 16- 7=(-2736) 1248 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0' V 5- 7=( -6642) 2370 19.20=(-3010) 8132 7-17=( -444) 1282 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF L ( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0' V 7- 8=( -8830) 3350 20.14=(-1912) 5602 17- 8=( -244) 878 BC UNIF L ( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0' V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"00 UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-12=( -5882) 2108 9.19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11-12=( 0) 0 19-10=( -182) 968 12.13=( -6614) 2320 10-20=(-2810) 1316 LIMITED S ORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=( -6546) 2252 12-20=( -498) 1858 OVERHANGS: 20.0" 0.0" REQUIREME,IS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20.13=( -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) M,M20HS,M18HS, = MiTek MT series ( 2 ) complete trusses required. 43'- 9.0" -1096/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for netL-5 psf) uplift at 24 "oc spacing.' 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 1 row(s) throughout 204 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed= 0.222" MAX LL DEFL = -0.300" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.594" @ 22'- 8.7' Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.180" @ 43'- 3.5" 9-11-11 T 24-00-10 T 9-08-11 1 NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 3-02-03 0-06-11 2'03-0 5-11-03 0 O6 11 4-10-02 T T', 1' T 1`'( 1' 1' Design conforms to main windforce-resisting 2-07-0k 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. 1' 1' T TT T' k 1' T TT 1' 9-10-08 9-07-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T ' load duration factor=1.6, 4 533.30# 533.30# 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.001/ M-4x85 6 M-3x5 8 025" M- M-5x6 �I6.00 in the plane of the truss only. ../2 ii 1 3.. .* M 3x44 M-1.5x3 M-1.5x3 '''. N_ \/ .± co M-3x10 3 M-3x8 0 v �= 15 16ft !!i €1,'0 1 M-7x10 M-3x8 M-7x8 18 0.251'S 20 *1a o **2X WEDGE M-7x10 M-3x8 a 2.75 W/(2) M-3X4 TYP. 2.75 M-7x8(6) 12 12 J• ,I > )' I ,1 I I -05-09, 6-09-12 5 02-12 ,2-ODy 9-02-04 9-00-08 9-00-04 y , 2-05-088 12-00-08 2-00 27-03 y 1-08 43-09 R Opp, JOB NAME: POLYGON PLAN 5-D NH -i DH1 c;`` +INEp„' ("` Scale: 0.1467 /, f/ 1 WARNINGS: GENERAL NOTES,unless otherwise noted: '"4.J i s f 17 s ry 1.Builder and erection contractor shook!be advised of all General Notes 1.This design is based only upon the parameters mown and is for an Individual � =�G,'t r L- r Truss: DH 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. ,+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �1I. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /+ar " " continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). 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++ /,� 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. REGON t, iii SE Q. : 6051344 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. �! '�}'` 1 0,4 ± TRANS I D: 407540 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 n � fabrication,handling,shipment and installation of components. Decessary. rt+r.,, �i t 7.Design assumes adequate drainage is provided. . R L»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 VIII VIII VIII I Il 111 II I VIII III III TPIM?CA in BCSI,copies of which will be furnished upon request. git coincidectwith jointcenterinches.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 43'- 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 2-15=(•1943) 4359 15- 3=( -193) 596 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-5055 2323 15.16= ) ( -422) BC: 2x6 KDDF #1&BTR ) (•1536 3431 15- 4= 947 3- 4=(-4703) 2253 16.17=(-1804) 4102 4.16=( -367) 244 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3503) 1741 17.18=(-1726) 4096 16- 5=( -445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18.19=(-1757) 4235 16- 7=(-1321) 632 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19-20=(-1689) 3826 7.17=( -142) 657 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20.14=(•1308) 2765 17- 8=( -297) 376 8- 9=(-3989) 1950 18- 8=( -633) 396 LL = 25 PSF Ground Snow (Pg) 9-10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=(-2734) 1406 9-19=( -258) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 0 19-10=( -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3119) 1526 10.20=(-1364) 635 13-14=(-3258) 1577 12-20=( -375) 1004 OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20.13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (son). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. See approved plans 0'- 0.0" -405/ 2034V -104/ 113H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.329" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.571" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.119" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.174" @ 43'- 3.5" f 13-03-11 17-04-10 13-00-11 NOTE:Design assumes moisture content does 3-02-03 3-05-12 2-03-08 5-11-03 3-05-12 4-10-02 not exceed 19% at time of manufacture. 2-07-0 T 3-07-09 T 1-03- 2 T 6-02-11 f -05-0 T T T Design conforms to main windforce-resisting 4-03-14 system and components and cladding criteria. T T T T T T T - T T T T 9-10-08 9-07-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 6 M-3x4 11 T T load duration factor=1.6, 6.00 V M-5x6 M-7x8(S) 12 Truss designed for wind loads M-3x4 B 0 25" 10.3x5-13ox5 M-4x6 \I 6.00 in the plane of the truss only. 5 k M-3x4 "73 1 3 4 M-1.5x3 M-1.5x3 \/ + 3 M M-3x10 3 _ M-3x8 0 v ,� 16 17*- ( H 1 15M-7X10 M-3x8 M-7x8 t8 19 20 .14 o c 25'0, M M-3x8 0 -7x10 a 2.75 ** � DGE2.75 o M-7x8(S) 12 **2X WEDGE TYP. 12 -05-0 6-09-12 5 02-12 2-00 � J, 9-02-04 9-00-08 9-00-04 , , -05-08 12-00-08 - 2-00 27-03 y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - DH2 ,Gt .,s, Scale: 0.1467 *,,, { /,��t kp { WARNINGS: GENERAL NOTES,unless otherwise noted: !(�i 7 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 4t. .7 921 IPE 1-- Truss: DH2 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: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'/fir. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) /"'" "r DATE: 9/5/2014 responsibilitybuilding 9 P Mre shownor drywall(BC). the overall structure is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing required where ++ !x' 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. 'F 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.-+ 4 4"OREGON (,fie +y design loads be applied to any component, and are for"dry condition"of use. AN. ,"4}r ,�4, el Q TRANS I D: 407540 5.CompuTrus hes no control over antl assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Vp, fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumesadequateon edth face iogrossed. •j 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111110111111111111111 TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015. 1E110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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 2-14=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 204 KDDF #1&BTRSPACED 24.0" O.C. 2- 3=(-4923) 1901 14-15=(-1508) 3872 3.15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15.16=(-1095) 3091 15- 4=( 0) 365 2x4 OF STAND A LOADING 4- 5=(-2869) 1223 16.17=( -829) 2561 4-16=( -729) 350 IL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2434) 1187 17.18=( -702) 2427 5.16=( -340) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=( -702) 2427 5-17=(-1026) 550 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19-20=( -884) 2558 6.17=( -358) 762 8-10=(-2214) 1077 20-13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- s=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2552) 1114 8.19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1230 10-19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1284 19-11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=) -76) 319 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -322/ 2034V -181/ 191H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacincl.I JT 13: Heel to plate corner = 2.25" 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 = 0.251" @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.124' @ 43'- 3.5" 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" ' Ti i T T 5-10-08 1-09 15-q4-05 0-04-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19*6 at time of manufacture. 2-09 5-10-08 �0-0�4-0 1fl 5-04-05 1`� 5-05-10 ' 5-04-05 Design conforms to main windforce-resisting ( ( T T f(, T TT T system and components and cladding criteria. 16-06-08 1 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TI , 014-11x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 7' M- x8 0 4x6 12 load duration factor=1.6, 6.001/ M-3x45 s � Truss designed for wind loads >10;146.00 in the plane of the truss only. M-5x6(S) 3x4 0.25" 1 + + .+ M-1.5x3 M-3x5 3 M-3x10 � M 3x10 if - A ,�.. v 1 if 14 15 16MamKO o M-5x8 M-3x4 M-5x10 17 M-1.5x31 0.25' M 3x4 13 0 **2X WEDGE M-5x10 M-5x8(S) 12 2.75 12 W/(2) M-3X4 TIP. 2.75 0 12 ,-05-0 5-10-08 6-02 y2-0 5-06 5-10-12 7-09-02 8-01-02 y , ,-05-08 12-00-08 2-00 27-03 y 1 08 43 09 ,¢,,Q ( R Or JOB NAME : POLYGON PLAN 5-D NH DH3 Scale: 0.1338 ` WARNINGS: GENERAL NOTES,unless otherwise noted: C„' 1 Q2 S t PE c 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -"//r Truss: DH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing rrust be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f�l* DES. BY: LJ responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rrrc is the continuous sheathing such as plywood sheathing(TC)and/or drywell(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++ 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. Ni 1� 44/ SEQ. : 6051346 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. psi TRANS I D: 407540 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�� �y� 'y i� l" necessary. •r �'i R it-\'' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter linche. 9.Digitssoncde size of plate in inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 AllinlIIM IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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 2-14=(-1958) 4217 14- 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2- 3=(-4923) 2340 14-15=(-1814) 3872 3-15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15-16=(-1374) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1592 16-17=(-1123) 2561 4-16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17.18=(-1114) 2427 5.16=( -401) 1042 TC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=(-1114) 2427 5.17=(-1026) 475 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19-20=(-1185) 2558 6-17=( -394) 762 8-10=(-2214) 1375 20-13=(-1303) 2712 17- 8=( -487) 277 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18. 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2552) 1476 8-19=( -457) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1564 10-19=( -361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1611 19.11=( -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20=( -56) 319 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)vertical members (uon), 0'- 0.0" -445/ 2034V -182/ 192H 5.50" 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0° -374/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: " ICOND. 2: Design checked for net(-5 psf) uplift at 24 oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 9• 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" JT 13: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.299" @ 16'- 6.5" Allowed = 2.142" MAX TL CREEP DEFL = -0,474" @ 14'- 6.0" Allowed = 2.856" 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145" @ 43'- 3.5" T ' T ,. MAX HORIZ, TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 2-05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does 2-09 5-10-08 �3 03 12f -05-04 f 5-05-10 T f 5-04-05 not exceed 19% at time of manufacture. T T ' ' T T T T T T T Design conforms to main windforce-resisting system and components and cladding criteria. 16-06-08 16-03-08 f f 7 9 f 13x10 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12M-4x6 M4x6 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 6.00 6 M-ix8 \.16.00load duration factor=1.6, M-3X4 Truss designed for wind loads M-5x6(5) in the plane of the truss only. - x40.25 + +' + /* 0 o 1 t o 15 1 sa:�:;. A ,- o M-5x8 M-3x4 M-5x10 17 to ip 20 *as M-5x10 M-1.5x3 0.25' M-3x4 0 - 2.75 **2X WEDGE 2.75 o M-5x8(S) 12 W/(2) M-3X4 TYP. 12 -05-0$ 5-10-08 6-02 -00), 5-06 5-10-12 7-09-02 8-01-02 ,2 y , ?-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH4 'c � 6 Scale: 0.1338 C-.0' {) WARNINGS: GENERAL NOTES,unless otherwise noted: *f7� r-� 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 D2•*C' (-- Truss: DH4 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 �I�. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0441• G the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywooddrywall(BC). f - sheathing(TC)where sown+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++ * OREGON Q 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, x74 4 r,,,rR EGON 1{f SEQ. : 6051347 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 TRANS I D: 407540 design loads be applied to any component, and are for"dry condition"of use. f 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 '44' 14, 4 (}(6lc+ fabrication,handling,shipment and installation of components. necessary. /' f'St 5 4 7.Design assumes adequate drainage is provided. t L1. 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 1111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits Indicate size of plate In inches. r+� t�tt•1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19a8(MiTek) ){PIRES:1 !3112 V 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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=(-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 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" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -24/ 42V 0/ OH 1.50" 0.07 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 ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacin0.1 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 = 0.003" @ -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" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054' MAX IC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" MAX HORIZ. LL DEFL = 0,000° @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 10.00 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=20ft, 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 a) 0 in the plane of the truss only. 0 0 N t'7,,_ V ooh ■ 4► -V M-3x4 I y y y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,3I 0 PROre JOB NAME: POLYGON PLAN 5-D NH EJ1 Scale: 0.6772 ��' �C l> 141 WARNINGS: GENERAL NOTES,unless otherwise noted: C,- T.7L. t PE (' 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 Truss: EJ 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at sf + DES. BY: LJ responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by *amr! is the 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. 3.27 Impact bridging or lateral bracing required where shown.... �} if,OREGON SEQ. : 6051348 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. 4..- -'7 ST 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, ,� „1 design loads be applied to any component. and are for"dry condition"of use. t�,T- TRAN S I D: 407540 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 � y ry' fabrication,handling,shipment and installation of components. ry. ii RIO' t-^'' 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideiatwithizJointinches.9. Digits dsize of tplate in lines. 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 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 22 -4=(0) 0 TC LATERAL SUPPORT <= 12"OC. 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" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 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.] 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" 12 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" , MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, co Truss designed for wind loads in the plane of the truss only. M/- VgIIIFALIMIIIMIIII O ov 4011.- 11.1.11 M-3x4 ,1 ), y y 1-00 2-00 1-11-11 [PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - EJ2 0PROrs Scale: 0.6371 � /� { WARNINGS: GENERAL NOTES,unless otherwise noted: . h ry .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 - -92!t PE r Truss: EJ 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 0�m - is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asl'" - DATE: 9/5/2014 responsibilitybuilding designer. plywoodrequired sheathing(TC)and/or drywall(BC). the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing where shown++ n 4. No load should be applied to any component until after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON {ti SEQ. : 6051349 fasteners are complete and at time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, +tib design loads be applied to any component. and are for"dry condition"of use. /,/n+.. "' �.r (� TRANS I D: 407540 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 T✓ 1 , i?) * fabrication,handling,shipment and installation of components. necessary. fr ARRA' �" 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 11111111111111110.TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide withJoint center linea 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:12/31/2015 1E 1101II 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2-3=(-144) 105 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" -24/ 309V -66/ 185H 5.50" 0.49 KDDF( 625) 1'- 9.2" -65/ 156V 0/ OH 5.50" 0.25 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -103/ 153V 0/ OH 1.50" 0.24 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND, 2: Design checked for net(-5 psf) 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" -v MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 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), en 0 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. in m r, - o/- - c:::. P:417-7:441410=-----411M 3x4 4 y y )" y 1-00 2-00 3-11-11 [PROVIDE FULL BEARING:Jts:2,4.3! fG ,O PR C1pe JOB NAME : POLYGON PLAN 5-D NH EJ3 Scale: 0.51345�1` a WARNINGS: GENERAL NOTES,unless otherwise noted: (1r- 4 921..i P �" 144 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 Truss: EJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.204 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 bottom chords to be laterally braced at ',.., DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'continuous and at 10'o.c.respectively unless braced throughout their length by ,r_Ir Avow' P Y sheathing such as plywood sheathing(TC)end/or drywall(BC). �' OREGON r-� (� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown 0+ v E+a V r,. 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. ,q_O V '+J SEQ. : 6051350 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 1 , ��\ design loads be applied to any component. and are for"dry condition"of use. t�,, TRANS I D: 407540 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 �y fS S- fabrication,handling,shipment and installation of components. necessary. M +'t RIO- 1111011111111111121 :S 1 Lt,,,. V. P P 7.Design assumes adequate drainage is provided. +'t r-t 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 IIIIII III I II II VIII VIII VIII I III IIII IIII TPIM/TCA in BCSI,copies of which will be furnished upon request. git coincideicwith joint ate inr nche. H.Digitssindsize of plate in inches. C a t nn c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1s.For basic connector plate design values see ESR-1311,ESR-1085(MiTek) EXPIRES:12/31/2015 1111111 Iii This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF M1&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=(-194) 138 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" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -167/ 308V 0/ OH 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -138/ 205V 0/ OH 1.50" 0.33 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. ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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 BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" 0 MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a) Truss designed for wind loads o in the plane of the truss only. 0 0 co d. *M3M 40EM. -> 0 M-3x4 .1 , y ), 1-00 2-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 PRo,ec Scale: 0.4250 JOB NAME : POLYGON PLAN 5-D NH - EJ4 �,� 7/5///7IN . WARNINGS: GENERAL NOTES,unless otherwise noted: + ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 I I PE (- T r u s s: EJ 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 sir DES. BY: LJ 2'0.0.and at 10'o.c.respectively unless braced throughout their length by �/t /ra"^' 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++ r-� 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. ','Pii V R EO SEQ. : 6051351 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, Yft,�, N design loads be applied to any component. and are for"dry Condition"of use. : j,"' f 4 -? �' - TRANS I D: 407540 5.CompuTms has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. R A t i y 7.Design assumes adequate drainage istruss, provided. L5. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trand placed so their center 111111111111111111111 TPIM?CA in SCSI,copies of which will be furnished upon request. git coincideiindicate with joint tecenter lines. 9,Digits indicate size of plate in inches. EXPIRES: MiTek USA,InC./COmpuTrue Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1586(MiTek) .12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -7) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-72) 45 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 50.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -156/ 460V -5/ 51H 1.50" 0.74 KDDF ( 625) 0'- 11.2" -105/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -81/ 31V 0/ OH 1.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) 6.001/ 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 = 0.021" @ -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" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), c') load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. ex,-c, o -d. Mali o/- . ��4 -/ M-3x4 0000001 1 y 1, 1, 1-0$ 1-000 PRDP'FS JOB NAME : POLYGON PLAN 5-D NH - P1 - �+ s, Scale: 1.0020 L/ � J� �C i'7 WARNINGS: GENERAL NOTES,unless otherwise noted: l tt x, ( p7' s' 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 =9211 t.1�E 1-- 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 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: Li is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by omIe�' P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON t1+ 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. -F" 4,/ SEQ. : 6051353 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-� q N., A, design loads be applied to any component. and are for"dry condition'of use. +�^ -� 2.4 TRANS I D: 407540 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 �Q fabrication,handling,shipment and installation of components. necessary. 4l"Lj Al 1 i+ 7.Design assumesadequateoneoth drainage is ogrosed. '4+�'ii 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 VIII II VIII VIII VIII VIII I III(III IIII TPI/VVI-CA In BCSI,copies of which will be furnished upon request. git coincide tae with joint ate in che. 9.Digits indicate size of plate in inches. MiTek USA,lrtciCompuTru5 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 Mito MiTeke 4 Inc 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916-676-1900 Fax 916476-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions, please contact me at 800-772-5351. Sincerely, P R Ott fv, 87022PE uett.off 076- 17-2 Co 0, S A litW EXPIRES:64049 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations