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Plans (32) r immi ims mil 9 Li, . ,.1,::ir,at , J /)3&‘-r sw 5a71� FEB 0 3 2016 gg 0...,v�� �C'`�33��s�- i" -,-;4%-`,;17, 6 F_rr. I1 P. t „ F )tai ( rx) MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 M Re:iTe PL14k�360 UP Fax 916/676-1909 3413 BD 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:R43072337 thru R43072345 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. �,REa PR0ren �NG,IQS ►+lt;�iti, JQ �' 87 2PE *r" -.fi-0),OREGON �fi‘ 14 EXPIRES:06/30/2015 October 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. 1 Job Truss Truss Type Qty Ply 34136o R43072337 PL14-360_UP FOt Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:55:55 2014 Page 1 ID:zs2ygYHMYRI_Z.p3yl2t1yAg??-nZIdUZdJf82p,Inc.Tue Pa 1 1-0-0 1 1 1-1-14 1 1 1-2-0 119'8'6'11 1-2-0 1 1-2-0 11 1-2-0 1 1-2-0 11 1-2-0 1 1-2-0 1 Scale=1:34.7 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 4x4= 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 rii 32 31 30 29 28 27 26 25 24 23 22 21 3x4= 4x6= 3x5= 3x5=3x6 FP= 3x5= 3x4= 3x5= 3x5= 4x6= 3x4= 3x6 SP= 12-0-14 10-10-14 15-14 1 20-4-12 I 1 10-10-14 0.7-011-7-0 8-3-14 Plate Offsets(X,Y)- 112:0-1-8,Edge),126:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL in (roc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.33 26-27 >747 480 26-27 >477 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.51 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.08 21 n/a n/a Weight:101 lb FT=0%F,0%E BCDL 5.0 Code 1BC2012/TP12007 (Matrix) 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) 21=891/Mechanical,32=891/044 (min.0-1-8) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1628/0,3-4=1628/0,4-5=-2869/0,5-6=2869/0,6-7=-3728/0,7-8=3728/0, 8-9=-4216/0,9-10=4216/0,10-11=4245/0,11-12=4245/0,12-13=3990/0, 13-14=-399010,14-15=-318310,15-16=-3183/0,16-17=-3183/0,17-18=-1851/0, 16-19=-1851/0 BOT CHORD 31-32=0/864,30-31=0/2294,29-30=0/3343,28-29=0/4019,27-26=0/4019,26-27=0/4309, 25-26=0/4245,24-25=0/4245,23-24=0/3655,22-23=0/2578,21-22=0/991 WEBS 2-32=-1209/0,2-31=0/1071,4-31=-932/0,4-30=0/805,6-30=664/0,6-29=0/538, 8-29=-408/0,8-27=0/281,10-26=-325/281,19-21=1300/0,19-22=0/1127,17-22=952/0, 17-23=0/794,14-23=-618/0,14-24=0/450,12-24=-655/57 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. QF 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13V X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ca kA( 4-,� Sdf LOAD CASE(S) Standard .4Gr, 80 21E N /1N Ni �A,,.©REGO, 41,.'z' tti k' � i1BER 11 EXPIRES:06/30/2015 October 22,2014 7 N A If4R8LsJs-Vedfrdeaifa 7aramcten sad READ AWES ON NEE ANC DOOMED NITEK REF EMG MU A4 7473 mt.$11912814B I1 Design valid for use only with Mifek connectors.This design is based only upon parameters shown �vi and is for an dual building component. IIIIII Apptcabidly of design parameters and proper incorporation of component is responsbility 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 resporsibillity of the k* erector.Additional permanent bracing of the overall structure is the responsibility of the buddingMiTe designer.For general guidance regarding Lane.Suite 109 fabrication.quality control storage.dekvery,erection and booing,consutt Qualify Criteria,DS6-89 and ICS!6u64ng Component 7777 Greenback k* Safety Information available from Truss Plate .781Moose Street, 08/01/2013 VA 22314. Citrus Heights,CA,95810 tt'Sasstsero Moe ESI Nrmmber x spaci5eeb Sob Truss Truss Type Qty Ply 3413 BD R43072338 PL14-360_UP 802 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Tue Oct 21 15:55:56 2014 Page 1 ID:zs2ygYHMY1tI Z1p9y12tlyAg??-Ellh5unxQUAgPWJrmOeSdV3xMdSHw020dpmmJjyR6o1 .._..__._.I. 1-0-0 I _. 11'1'1° ii 1-2-0 I f1L2(I 1'240 I 1'241 I I 1-2-0 I 1'2-0 I Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e ai e �.�a� �e����� N. e •�e� e �e lar e o a o a e - e s 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6= 3x4= 14-2-2 I 13-0-2 13-7-2 I 16-11-4 13-0-2 0-7-0�7-0 5-9-2 Plate Offsets(X,Y)— L14:0-1-8,Edgel,(24:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:99 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) 30=871/Mechanical,20=871/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=1588/0,4-5=-2786/0,5-6=-2786/0,6-7=-3608/0,7-8=3608/0, 8-9=4042/0,9-10==-4042/0,10-11=4122/0,11-12=4122/0,12-13=3586/0, 13-14=-3586/0,14-15=3053/0,15-16=3053/0,16-17=-1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,429=903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=662/7,18.20=-1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPf 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 ��� PR 6'be attached to walls at their outer ends or restrained by other means. t F LOAD CASE(S) Standard Ca Ft NE .i 10* $70 2PE 5. co.'0);.QREGO n 1.4/0 t,C EiER 1' �Q QS R A. HE EXPIRES:06/30/2015 October 22,2014 a a ®MUM-Verydesr3rnparameters ar-dREAD?DES CWTRrsANC/M11&ONTIEKREFPEIIEEPAGEMfr7473mc l/24f28t148£'8E.4EUSi Design valid for use ordy 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 B responsbtity of building designer-not truss designer.Bracing shown ■�TBk" is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the tY! I erector.Additional permanent bracing of the overall structure is the responses ity of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPI1 Qualify Criteria,1356-89 and BCSI Bonding Component 7777 Greenback Lane,Suite 109 Safety Informo8on available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if'Soushens Pine SSD)lumber is specified,the design azalea are Pune effective 0001/2013 bycAISC Job Truss Truss Type Qty Ply 341313D R43072339 PL14-360_lJP F03 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., _. Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:55:58 2014 Page 1 ID:zs2ygYHMYItl Z1p9y12tlyAg7?-ABQRWapBy6QOegTEuRhwiw8HbR78OuDJ47FtOryR6o? I 1-168 1 If*R-61 1-2-0 I 1 1-2-0 1Ilfi&-I Scale=1:38.2 3x4= 3x6=4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 4x5= 1 2 3 4 5 8 7 8 9 10 11 12 13 14 1516 17 18 �jt119_j'� 20 I B s e l�i��% I-4 e 33 32 31 30 29 28 27 26 25 24 23 22 21 3x4= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3>S= 4x6= 3x4= 3x5 SP= 3x8= 14-0-14 1 2-1-8 1 12 -10-14 1 f-5-1t I 22-4-12 I 2-1-8 10-9-6 7-0 8-3-14 0-7-0 Plate Offsets(X,Y)- 111:0-1-8,Edgel,112:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL in (loci) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.47 27 >569 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.73 27 >364 360 BCLL 0.0 Rep Stress!nor YES WB 0.64 Horz(TL) 0.10 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:111 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)`Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-33:2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 21=979/Mechanical,33=979/0-2-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1777/0,3-4=-3152/0,4-5=3152/0,5-6=-4347/0,6-7=-4347/0,7-8=-5033/0, 8-9=-5033/0,9-10=-5240/0,10-11=-5240/0,11-12=-498910,12-13=-4602/0, 13-14=4602/0,14-15=3597/0,15-16=3597/0,16-17=3597/0,17-18=2057/0, 18-19=2057/0 BOT CHORD 32-33=0/1777,31-32=0/2350,30-31=0/3807,29-30=0/3807,28-29=0/4749,27-28=0/5184, 26-27=0/4989,25-26=0/4989,24-25=0/4989,23-24=0/4171,22-23=0/2888, 21-22=0/1095 WEBS 12-25=-28/290,2-32=01739,2-33=1991/0,11-27=203/562,7-28=0/373,7-29=-527/0, 19-21=-1435/0,19-22=0/1262,17-22=-1089/0,17-23=0/930,5-29=0/707,5-31=-859/0, 3-31=0/1051,3-32=924/0,14-23=753/0,14-24=0/564,12-24=839/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. D PRQ 3)Refer to girder(s)for truss to truss connections. F 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)33. t; 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. " �) C4.' f0 6)Required 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. $7922PE r" truss CAUTION,Do not erect ss backwards. LOAD CASE(S) Standard y �' ,.OREGO, ryA W c �'ty 8ER 41 fl8 A. HsP EXPIRES:06/30/2015 October 22,2014 1 4 ®KAMM-Ver rdeaga;arameers sad READ fC IES C#TIM.NC MIMED MED#fMVREF EACE PAGE#117473 see 1123/20189ff0RFI E Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Appiicabikty of design parameters and proper incorporation of component is responsibility of building designer-not tans designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IYlT ek* erector.Additional permanent bracing of the overall structure is the responsbrity of the butdng designer.For general guidance regarding MiTek" ! fabrication,quality control storage,detvery,erection and bracing,consult ANSVTPI1 Quality Cdede,051.89 and BCSI BuBdng Component 7777 Greenback Lane,Suite 109 Solely Information available from Tens Plate Institute,781 N.Lee Sfreet,Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 IFSeuthentPinef&P)Wombat ts specified,thelfesigevarues are-Mouee4fective OS/01j2t11 a by MSC Job Truss Truss Type Qty Ply 3413 BD PL14-360_UP F04 FLOOR 3 1 R43072340 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:55:59 2014 Page 1 ---- ID:zs2ygYHMYlt1_Z1fp�9y12t1yAg??-eK_pkwgpjPYFG_1QSBC9F7hUgrab7JASJn7Qx2yR6o 1 1-4-0 1 1-4-0 1 1 1-2-6 1 1-0-0 1 1 1-2-0 1 r'10-101 1-2-0 ii 1-2-0 1 1-2-0 I I 1-2-0 1 1-2-0 1 Scale=1:36.1 3x4= 456= 3x4 II 4x4= 3x4= 3x4= 354= 3x4= 3x6 FP= 3x4= 3x4=- 1 1 2 3 4 5 6 7 B 9 10 11 12 1314? ... 15 16 17 18 19 20 • :7-. ipp ‘tip, \Nir-Nlir-ww_ N z e � 32 31 30 29 28 27 26 25 24 23 22 21 4x5= 3x8= 3x6 FP= 3x6= 3x5= 3x5= 3x4= 3x5= 3x5= 3x4= 4x6= I 2-11-0 I , 21-3-0 2-11-0 18-4-0 1 Plate Offsets(X,Y)- 112:0-1-8,Edgel,f24:0-1-8,Edgel,f32:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.12 25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 025 Vert(TL) -0.19 24 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 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, Except 6-0-0 oc bracing:31-32,30-31,28-30. REACTIONS. (lb/size) 21=655/Mechanical,31=2027/0-5-8 (min.0-1-8),32=-825/Mechanical Max Uplift32=-913(LC 4) Max Grav21=656(LC 4),31=2027(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/2546,3-4=0/2546,4-5=0/648,5-6=0/648,6-7=-675/0,7-8=-675/0,8-9=-161110, 9-10=1611/0,10-11=2163/0,11-12=2163/0,12-13=2325/0,13-14=-2325/0, 14-15=2077/0,15-16=-2077/0,16-17=2077/0,17-18=-1298/0,18-19=-1298/0 BOT CHORD 31-32=-1244/0,30-31=-1452/0,27-28=0/1188,26-27=0/1933,25-26=0/2325, 2425=0/2325,23-24=0/2268,22-23=0/1747,21-22=0/715 WEBS 2-32=0/1552,2-31=-1691/0,12-26=-428/65,10-26=0/322,10-27=-453/0,8-27=0/592, 8-28=719/0,6-28=0/861,6-30=-985/0,4-30=0/1125,431=1399/0,19-21=-937/0, 19-22=0/764,17-22=-589/0,17-23=0/433,1423=281/0,14-24=135/300 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1• ��) P AFF 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 is be attached to walls at their outer ends or restrained by other means. � s ) �> ( EcS`!O� 6)CAUTION,Do not erect buss backwards. C . . LOAD CASE(S) Standard �. 87022P -37✓` i N y �a :OR GON ti vti ssi sa A. HER EXPIRES:06/30/2015 October 22,2014 1 A Ef,4pill.. i kT}M-Year dcstyls rarameigs3 asci READ RCVS ON MIS 'MIXED KI€R.REFEREhTE PAGE MIT.7473 sex 1/29/Zi114BE AEtf,� Design valid for use only with Meek 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 inure stability during construction is the responsibility of the erector.Additional permanent bracing of the overaN structure is the responsibility of the building designer.For general guidance regarding MiTek` fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/M11 Quality Criteria,DS11-89 and BCSI Bulding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Wale Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 165os/there Pine(sp}wrbec l:� ed,thetfesgnvaove a �ctheDB/m/�byASSC rg Job Truss Truss Type Qty Ply 3413 BD R43072341 PL14-360_UP F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 15:58:01 2014 Page 1 _ -ID:zs2ygYHMYRI_Z1p9y12t1yAg??-bj5a9cr3F1pyVIBpiihdKYml?e9PDGXIm5UXaryR6ny 1 1-0-0 1 DIt1a 1- 2-0 P7-'II 1-7-0 1 1-7-0 ii 1-7-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x8 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1�7 16 19 20 21 22 :3 ir 411rIAVri'Mr/4W Mr Mr V Irir..' .1\44.‘1111111.- . P)itelliN.' 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6= 3x6=3x6 FP=3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x6= 3x4= 1.5x4 SP= 15-6-14 14-4-14 11-11-1f I 214-0I I 14-4-14 0.7-0 7-0 5-9-2 Plate Offsets(X,Y)- 117:0-1-8,Edge),127:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0,62 29 >410 360 BCLL 0.0 Rep Stress Incl YES WB 0.60 Horz(TL) 0.09 23 n/a n/a Weight:1071-6 FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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) 23=933/0-4-4 (min.0-1-8),35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1712/0,3-4=1712/0,4-5=-3036/0,5-6=3036/0,6-7=3981/0,7-8=3981/0, 8-9=4547/0,9-10=-4547/0,10-11=4727/0,11-12=-4727/0,12-13=4554/0, 13-14=4554/0,14-15=-4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=-1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26.27=0/3935,25-25=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-25=0/389,2-35=1268/0,2-34=0/1130,434=990/0,4-33=0/864, 6-33=724/0,6-31=0/598,8-31=-460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=-885/0,21-23=-1366/0,21-24=0/1190,19-24=1014/0,19-25=0/807, 18-25=20270,17-25=-1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. PR 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��E� Orfics'�1 5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbadcs to be )NE 1J�O attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard cc 87022PE. �� fD 7 x.45 OREG®N f, ' :R9 A_ HE,-- EXPIRES:06/30/2015 October 22,2014 t 1 �1M1 �PIfp.['Fr N Al,�16-Year csip parialeNr5 ((�IN7FS ON MS AND Na SEED(HI7EK REFERENCE 1411.7473 ren 1/fl/2914 (8E Design valid for use only with MTek connectors.This design is based only upon parameters rshown,and is for an individual budding component. - Applicabirity of design parameters and proper incorporation of component is res of build 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 responsibillily of theMiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control storage,dedvery.erection and bracing,consult ANSI/TP11 Quality C°flesia,DS8-59 and SCSI Building Component 7777 Greenback Lane,Suite 109 !f available >Asnber is mxpaTruss Plate Institute.781 N.Lee ciied.thedesisps ntuesase iwse Street,effective ctive12 Alexandria,by.Rt5C4 Citrus Heights,CA.95610 rPLb Truss Truss Type Qty PIy 3413 BD 14-360_UP F06 R43072342 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:56:02 2014 Page 1 ID:zs2ygYHMYPo_Z1 p9y12t1 yAg??-3vfyMysl?Kxp7Rm?7Hlstm IxT2WZKe201D4W NyR6nx 1 1-10-8 i°tarp2-6-0 I 1 1-2-0 011410 Scale=1:38.5 3x6 FP= 4x5= 5x16= 3x4= 3x4= 34= 3x4 I I 1 2 3 4 5 6 7 89 10 11 12 13 e e c / 41;..... ...... _ o o °e e e 1 lit 4 r:' 22 21 20 ►=� l 19 18 17 16 15 14 5x6= 4x6= 3x8= 3x6= 3x4= 4x8= 3x4= 3x6 FP= 14-0-14 2-1-8 2-$+012-10-14 x1 1$- 1 2-1-8 2--0 10-7-147-11 1 19-7-0 19 22-7-8 b7-0 5-6-2 0-1'8 2-11-0 I Plate Offsets(X,Y)— 17:0-1-$,Edge),110:0-2-0,Edgel, 16:0-1-8,Edgel,(22:Edge,0-1-8J o-7 a I. LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.17 18-19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.27 18-19 >786 360 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) -0.01 21 n/a n/a BCDL 5.0 Code 18C2012/TP12007 (Matrix) Weight:106 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)'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-22:2x4 DF No.1&Btr(flat) REACTIONS- (Ib/size) 14=-258/0-2-12 (min.0-1-8),22=996/0-2-4 (min.0-1-8),21=2003/0-5-8 (min.0-1-8),15=1230/0-5.8 (min.0-1-8) Max Uplift14=350(LC 6),22=1061(LC 6) Max Gray 14=15(LC 5),21=2006(LC 3),15=1231(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2107,5-6=-1588/0,6-7=1588/0,7-8=1384/0,8-9=-1384/0,9-10=-1384/0, 10-11=0/1084,11-12=0/1077 BOT CHORD 21-22=-2107/0,20-21=1778/0,19-20=0/969,18-19=0/1384,17-18=0/1384, 16-17=0/1384,15-16=0/357,14-15=919/0 WEBS 2-21=1183/0,2-22=0/2360,7-19=0/341,6-19=269/0,5-19=0/669,5-20=1175/0, 3-20=0/1787,3-21=-921/0,10-15=-1540/0,10-16=0/1112,9-16=375/0,12-14=0/992, 12-15=-534/0 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)14,22. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. oV) P.ROFF 5)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement � I N �r/ at the bearings.Building designer must provide for uplift reactions indicated. 0 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Qi be attached to walls at their outer ends or restrained by other means. $7L2P E 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 03 CV 7 mAli);GREG e N ep 14/ OdBER, 1- 4 . ' qHER EXPIRES:06/30/2015 October 22,2014 e hill' I INARfiDE-Yen y design payamemrs aces'READ Ii0T S Gt#THISAM ifELIA€0 MIMICFc€Fr.. ENCE PAGE IfI 7473 sec I/I9/2014BEO USE Design vaid for use only with M7ek connectors.Thin design is based ony upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of buiding designer-not truss designer.Braci shown is for supportlateral t6t erector.Additio+ l of rmaneuatweb members only.Additionalrutureitemporary bracing to insure sides duringeconstruction guidance isthe re regardingginof the - - T r� permanent bracing of the overall structure¢the responsibility of the building designer.For general ��E�KS fabrication,quality control storage,dernery,erection and bracing,consult ANSVTPI1 Quality Cede,001-89 and SCSI'Wilding Component Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312 Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95810 If6outhernf�(SPJ luloberiespecifed,Fke.6es5=n:sutunu are:those eeactive 06/01/201.3 byALSC Job Truss Truss Type Oty ry 3413 BD R43072343 I PL11-360_UP F07 Floor 3 1 Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 15:56:03 2014 Page 1 Pacific Lumber 8 Truss Co., Lake Oswalt°.OregonID:zs2ygYHMYltI_Z1 p9y12t1yAg??-X5DKZMOne3glblBh_GSP2r7ASrY3Bf2EPze2pyR6nw —1 1 1-2-0 I f1-7-71 1-2-0 I )Y Scale=1:34.3 4x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4=3x6 FP=354= 4x4= 5 8 7 8 9 10 11 12 I< >6 22 21 v' g 30 29 28 27 3x4= 3x4= 4x6= 3x5= 368 FP= 3x5= 3x5= 4x5= 3x5= 468= 1.5x4 SP= 14.4-142-0 9-1 13-2-14 1b-117-0 147-0 I 5-9-2 I 13-2-14 Plate Offsets(X,Y)— (12:0-1-8,Edgej,(13:0-1-8,Edge) , CSI. DEFL. in (roc) I/defl LJd PLATES GRIP LOADING(pal) SPACING- 1-7-3 -0.32 26 >750 480 MT20 220/195 TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.50 26 >480 360 BOLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a Weight 99 lb FT=0%F,0%E BCDL 5.0 Code 1BC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF 2400E 2.0E(flat) end verticals. BOT CHORD 2x4 DF 2400F 2.0E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 20=881/0-4-4 (min.0-1-8),31=881/0-2-12 (min.0-1-8) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1828/0,3-4=1826/0,4-5=-3135/0,5-5=-3135/0,6-7=3937/0,7-8=3937/0, 8-9=4227/0,9-10=-4227/0,10-11=4040/0,11-12=-4040/0,12-13>-3625/0, 13-14=-3103/0,14-15=-3103/0,15-16=3103/0,16-17=1829/0,17-18=1829/0 BOT CHORD 30-31=0/980,29-30=0/2541,28-29=0/3595,27-28=0/3595,26-27=0/4141,25-26=0/4181, 2425=0/3625,23-24=0/3625,22-23=0/3625,21-22=0/2542,20-2100/981 WEBS 12-24=340/0,13-23=0/377,2-31=1284/0,2-30=0/1112,430=935/0,4-29=0/778, 6-29=603/0,6-27=0/448,8-27=-267/0,10-25=256/66,11-25=273/0,12-25=0/792, 18-20=1287/0,18-21=0/1111,16-210-934/0,16-22=0/735,13-22=-1024/0 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)31. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbackS,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to S�� ED R e� be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard -4 4 . .870" 2PE co cv 7• 4/44.0REG0 • tin 10 !C/as'y8 R 14P EXPIRES:06/30/2015 October 22,2014 4 A WARNIMI-Ver`fdes€gn faraalears and READ MITES ON 7N:SAND MEWED#411EK REF3tENCE MSE 1411.7473 rer.1/121201$B t6E Design bifid foronly rah et rs proper connectors.This design obof uponcomponnt resp�on blity of building designer-no truss designer.Bracing shown �t eters shown,and is for an incfividual building component. Appflate aly of design parameters ember nly.incorporationAddIY{iTe�" is for lateral support of individual web members only.Addiiiondtemporary bracing to ensure stability during construction is the responsibility of the erector.Additional permanent bracing of the overal structure is the responsblrty of the building designer.For general guidance regarding fabrication.quart/control.storage,delivery,erection and bracing,consufi ANSI/IP11 Qualty Criteria.056-89 and ICS'Iulri _ng Component 7777 Greenback Suite 109 IF [ available mTruss Plate Institute,7J.� serivx/ rla. HeaCA,ne610 S Information lumber is pec „teartaeffective 12oiaAa Job Truss Truss Type Qty Ply 3413 BD R43072344 PL14-360_UP FOB Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 15:56:04 2014 Page 1 n.�f��� ID:zs2ygYHMYIti_Z1p9y12t1 yAg??-?HnineuyXyBXMIwOEhoKyBOLSsFRoXPBS2IBaFyR6nv 1 1-10-12 I 0-11 1-0-0 1 1 1-2-0 ii 1-4-10 1 1-3-0 I I 1-3-p 11-3.0 I I 1-11-8 1 Scale=1:37.0 3x4= 4x12= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 r // . e e e _ 1 C. 32 31 30 29 28 27 26 25 24 23 22 21 20 4x6= 3x4 II 4x5= 3x6 FP= 3x5 = 3x5= 3x5= 3x4= 3x6= 3x6= 3r5= 3x5= 14-1-2 I 2-1-12 1 12-11-23b2j I 19.7-4 1 21-9-12 1 13 2-1-12 10-9-6 7-0b-7-O 5.6-2 2-21 Plate Offsets(X,Y)- [12:0-1-8,Edge),[18:0-3-0,Edge),[23:0-1-8,Edge),[32:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL in (lac) 1/deft LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.10 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.16 24-25 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.98 Horz(TL) 0.01 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:109 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 6-0-0 oc bracing. REACTIONS. (lb/size) 20=-565/0-3-12 (min.0-1-8),31=1786/0-5-8 (min.0-1-8),21=1495/0-5-8 (min.0-1-8),32=-809/0-4-8 (min.0-1-8) Max Uplift20=631(LC 6),32=-873(LC 6) Max Gray 31=1788(LC 3),21=1497(LC 4) FORCES. (Ib)-Max.CompiMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1020,3-4=0/1020,6-7=1076/0,7-8=-1076/0,8-9=1543/0,9-10=-1543/0, 10-11=-1662/0,11-12=-1662/0,12-13=-1391/0,13-14=-1391/0,14.15=269/0, 15-16=-269/0,16-17=269/0,17-18=0/1309 BOT CHORD 31-32=1722/0,30-31=-1766/0,29-30=347/0,28-29=-347/0,27-28=0/698, 26-27=0/1354,25-26=0/1633,24-25=0/1391,23-24=0/1391,22-23=0/821,21-22=460/0, 20-21=-1309/0 WEBS 13-23=-281/0,2-31=-1742/0,18-21=-824/0,2-32=0/1930,12-25=-35/470,8-26=0/266, 8-27=-389/0,17-21=1081/0,17-22=0/911,18-20=0/1456,6-27=0/531,6-28=-658/0, 4-28=0/800,4-30=-943/0,2-30=0/1035,14-22=718/0,14-23=0/725 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. REO P R DF,F 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 ;'' )NE t,/, be attached to walls at their outer ends or restrained by other means. N Q 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 87022RE -t1) h -0),OREG•N ti� 1C/� .0"Is $ER 11 P��' S A. 1-1E041' E 4 EXPIRES:06/30/2015 October 22,2014 4 I A t£.P.Nrt/3-Yeripdcsign parameters sad READ IZ TES OW DES AND IhG1/ED 1477EYREFERE?KE WE Mfl-7413 svt.111.9121714 REDREW Design valid for use only with MTek connectors.This design is based only upon aerometers shown,and is for an individual budding component. Appllcabi6fy of design parameters and proper incorporation of component is responstbTity of building designer-not truss designer.Bracing shown B for lateraksupporf of individual web members only.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 bulking designer.For general guidance regarding Mi ET ele fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 Quails,Cfiena,DSI-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 IFSalrrhernPrrle(SP)3umberis caged,the design uatues are_lfiase effective 00/01/2113 byhMSC i. Job Truss Truss Type Qty Ply 3413 BD 843072345 PL14-360_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon7.530 s Jul 11 2014 MrTek Industries,Inc.Tue Oct 21 15:56:06 2014 Page 1 1 D:zs2ygYHMY ttl_Z1 p9y12t 1 yAg77-xgvTCJvC32RFc34mM6go t cTdXfsdFXyUwMB If8yR6nt 11-0-0 I 11.0-10 I I 1-2-0 I F-21 11-2-0 1 1-2-0 ii 12-0 1 1-2-0 1 Scale=1:35.8 3x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 140 15 16 17 18 19 20 21 d 19 e \ // H / \CBS- Z ! I N -e/.c.' e\/0� e / \ 33 32 31 30 29 28 27 26 25 24 23 3x4= 44= 3x6 FP= 355= 3x5= 3x5= 34= 3x5= 4x5= 3x4= 1.5x4 SP= 34= 15-2-10 14-0-10 1f-7-1Q 1 20-11-12 I I 14-0-10 7-0 7-0 5-9-? Plate Offsets(X,Y)- 114:0-1-8,Edge),f15:0-1-8,Edaef LOADING(psf) SPACING- 1-7-3 CSI. DEFL in floc) Udefl L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.38 28 >667 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.59 28 >427 360 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.08 22 n/a n/a Weight:105 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/1-P12007 (Matrix) 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) 22=917/0-4-4 (min.0-1-8),34=917/0-3-12 (min.0-1-8) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1681/0,3-4=-1681/0,4-5=2973/0,5-6=-2973/0,6-7=3886/0,7-8=-3886/0, 8-9=-4421/0,9-1(1=-4421/0,10-11=-4572/0,11-12=-4572/0,12-13=4395/0, 13-14=-4395/0,14-15=-3852/0,15-16=3266/0,16-17=3266/0,17-18=3266/0, 18-19=-1914/0,19-20=-1914/0 BOT CHORD 33-34=0/890,32-33=0/2372,31-32=0/3474,30-31=0/3474,29-30=0/4199,28-29=0/4540, 27-28=0/4507,26-27=0/3852,25-26=0/3852,24-25=0/3852,23-24=0/2668,22-23=0/1024 WEBS 1426=316/0,15-28=0/423,2-34=-1246/0,2-3340/1107,4-33=-968/0,4-32=0/842, 6-32=-702/0,6-30=0/576,8-3 38/0,8-28=0/312,13-27=257/0,14-27=0/843, 20-22=1342/0,20-23=0/1166,18-23=989/0,18-24=01784,16-24=-25/257, 15-24=-1135/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/Mil. PR QFtCS, 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 �'fi�C' c�1 be attached to walls at their outer ends or restrained by other means. �NLIIN>W. 3e LOAD CASE(S) Standard t• $70'2PE N .- Fadi, GREG N <y� EX PI RES:06/3012015 October 22,2014 d N a A WARMS-Yeardcsign parameters act READ WITS oN 7tf:SAN&i'M21 ES Mt'7EKREFSENCE PAGE MIT 7473 see i,/29/2014 BEFOREIZE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is resporubdity of building designer-not friss designer.Bracing shown PAII _ _ .. is for lateral support of individual web members only.-Additional temporary bracing to insure stabifity during construction is the responsibility of the �1Tek" erector.Additional permanent bracing of the overall structure isthe responsbtdy of the budding designer.For general guidance regarding 7777 Greenback Lane,Suite 109 fabrication,quality control.storage,detvery,erection and bracing,consult ANSI/1P11 QuaDly Cdieda,DS6-89 and BCSI Building Component Safely rn availablepactraed,the design7r amYease a Suite0206A/OI/2013 byALSC Citrus Heights.CA,95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y I 6-4-8 ( dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury WM Dimensions are in ft-in-sixteenths. Ilk Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. T uss must be designed O-'/16, 2. wride hu s spacing onsid uual lateral bracan esneer.For themselves _ 4 may require bracing,or alternative Tor I � CP: bracing should be considered. O F � U lig---R51-1-111111)1 3. Never exceed the design loading shown and never 15-:(-7: U stack materials on Inadequately braced trusses. O O- 4. Provide copies of this truss design to the building 0 For 4 x 2 orientation,locate 11.1111INME5111 .mi 1 designer,erection supervisor,property owner and plates 0-1/14'from outside BOTTOM CHORDS at other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslynoted,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 Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all by symbol shown and/or SYP represents values as published specifiedects,equal to or better than that by Indicatedteat in thebsymbbraciol sshown of the by AWC in the 2005/2012 NDS 4, SP represents ALSC approved/new values 13.Top chords must be sheathed or puriins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,If no ceiling Is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior fid■ reaction section indicates joint approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. MM. Min size shown is for crushing only. 18.Use ofresit or treated lumber may le environmental,health or performanceorrisks.Consuse lt withit Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal11111 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, iek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 I 1 FEB :.L4, 3 2016 [fes �f' m �! N 1i �d J�s,�K 1 3 3 3 j & F ' ' L C�.I a, / '.' s F 4 4 fS SJ1 A SJ1 SJ2 16. v %ra %% l 2 S, SJs \ 1 /i/ ,.." � sJ3 M I INS / dri err 4 r 9:1 ,` C6 (3) °P RS - - C� Y., 01,0 US 4. 9.2,WVI, r/ iI iY \,' 1111111 WV was • SJ2� SJ2 ,/ 0 SJ1SJ1 •r - 111111111 , r 9 12 IIIK 4. 2 JV k Z\I 4,. 4.... r � 04, J, II GARAGE / f I 1 1r ®Copyright CompuTrus Inc.2006 BUILDER- ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/23/14 TRUSS EN ULAY, D PROJECT 1171.E REVISION-1: ENGNEEREo sTRuc7uRAL - DRAWINGS FOR ALL INReco u r., 3413-D POLYGON NW �r=����� ip, PLAN: DRAWN BY. REVISION 2' FOR ALL NON TRUss4:3 TO TRUSS CONNEOTIOF R BUILDING 3413 / D CHECKED BY DESIGNER/ENDNEER OF RECARD TO >o TR us REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION SCALE: REVlS/ON-3 DESIGNS OR 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. 34'-0' r I an "1111) v r SA r- - - SJ2 SJ2 ' !% / All SJ3 SJ3 I ►0//01 AIM r A NI II r I 101-9 VT A.- C6 (3) •r aP = ?? 8 1,0511-"M AIIiiiidlik I. amorriimi /.fib. i'Y.. i/!'siY_/�•1 f•f• SJ3 Eh!' .1.1.„..- , y� ,. SJ3 SJ2 ,: ,` SL2 an . .. , sin A�, N ,i 11L 11.11111.11I ;. J b g a, ■i ' I GARAGE I i. 1s2' _1 [. 2T6' 1 ®Copyright CompuTms Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/23/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND INFORMATION STRUCTURAL. PROJECT TITLE REVISION-1: DRAWINGSFORALLFLaeTrLER INFORMAnoN.BUILDING 3413-D POLYGON NW DESIGNER/ENGINEEROFRECORD i" RESPONSIBLE FOR ALL NON-TRUSS lle PLAN. DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNERIENGINEER OF RECORD TO TRUSS C OM P,A.N X 3413 / D CHECKED BY.' �^ET^4�A O`s of A11lilt DESIGNS PRIOR TO CONSTRUCTION. OEUVERYLOCATION: SCALE: REVISION-3: 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. Job Transmittal MiTek USA, Inc. flflIfllllhIllhIIIllhIOII III 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax(951)273-0040 Transaction ID: 411009 TO: PACIFIC LUMBER & TRUSS DATE: 10/24/2014 AU: Bob Cairns Drawings Repairs Sequence#'s Description 40 0 6095435-6095441,6095443-6095444 3413-D POLYGON NW1 -3413-D POLYGON h Transmittal Notes: Design Notes: FTP:411009.zip 10/24/2014 8:45:54 AM Page 1 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-02-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=(-1565) 422 1- 5=(-261) 1154 5- 2=( 0) 289 BC: 2x6 KDDF M1&BTR 2- 3=(-1154) 386 5. 6=(-265) 1149 5- 3=(-41) 57 WEBS: 2x4 KDDF STAND LOADING 3. 4=(-1567) 421 6- 4=(-261) 1156 3- 6=( 0) 283 LL = 25 PSF Ground Snow (Pg) TO LATERAL SUPPORT <= 12'0C. HON. TC UNIF LL( 50.0)+DL( 14.0)= 84.0 PLF 0'- 0.0" TO 8'- 0.0' V BC LATERAL SUPPORT <= 12"OC. UON. TO UNIF LL1 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 9'- 2.0' V BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 2.0" TO 15'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 15'- 2.0" V 10'- 0.0" -259/ 1210V 92/ 92H 5.50" 1.94 KDDF 2H 5.50" 1.94 KOOF ( 625) NOTE: :2T4 OPACIOR AT EA.00 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 2.0' TC CONC LL( 250.0)+pL( 70.0)0 320.0 LBS @ 9'- 2.0' ICOND, 2: Design checked for net(-5 gall uplift at 24 'oc spacing.' Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.031" @ 6'- 0.0" Allowed = 0.713' M,M2OHS,M1BHS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.054' @ 9'- 2.0" Allowed = 0.950' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX HORIZ. LL DEFL 0.008' @ 14'- 8.5' "* MAX For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, HORIZ. Ti DEFL = 0.008' @ 14'- 8.5" 5-11-11 3-02-10 5-11-11 NOTE:Deaign assumes moisture content does T T not exceed 19% at time of manufacture. 3-04-10 5-09-11 5 11-11 - Design conforms to main windforce-resisting T 320# + 20# 12 system and components and cladding criteria. 12 M-5x6 9.00 M-4x6 Q 9.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=l.6, AMIMIWTruss designed for wind loads IMMIIMI4� in the plane of the truss only. 0 0 00 * • 4Adll. �.. 10 0,- .. 1 5 6 0 M-3x4 M-3x4 M-1.5x3 M-3x4 5-09-11 3-08-07 5-07-15 J, y 15-02 00 PR Opt JOB NAME : 3413-D POLYGON NW - Al Scale: 0.3959 "<<"' .3959n12r 'a,P 444 WARNINGS: GENERAL NOTES,unless otherwise noted: �'�®•FE �� 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an individual ,J/� and Warnings before construction commences. building component.Applicability of design parameters and proper /°�'IP Truss: A 1 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 duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at �rl' 2'o.c,and at 10'o.c.respecWely unless braced throughout their ie th by .." '/mat - DES. BY: L J Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). DATE: 10/24/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �y�OREGON ((r 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor.. 71 4 ,._ 6� SEQ. : 6095435 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses areto be used Inc non-corrosive environment, �} 14 design loads be applied to any component. end are for"dry condition"of use. '+ Y 6.Design assumes Iu6 bearing at all supports shown,shim or wedge If r�yq"�+. TRANS I D: 411009 5.CompuTrus has no control over and assumes no responsibility for the necessary. C R I.k..\''1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations eat forth by 8.Plates shell be located on both feces of truss,and pieced on their center ch lines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMITE USA,lea/CompuTrus INVTCA In SCSI,copies of whwill 7n6.8(1 L))'E request. 01ic of alate in For basiconnector plate design values see ESR-1311,ESR-1988 gvliTeW EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/CQ=1.00 IC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1-2=(-759) 228 1-6=(-126) 538 2.6=(-201) 195 BC: 2x4 KDDF g16BTR SPACED 24.0" O.C. 2.3=(-576) 204 6-5=(-122) 533 6.3=(-127) 395 WEBS: 2x4 KDDF STAND 3.4=076) 204 6-4=(-200) 195 LOADING 4.5=(-759) 228 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 26 PSF Ground Snow (Pg) 0'- 0.0" -85/ 637V -125/ 125H 5.50' 1.02 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 15'- 2.0" -85/ 637V 0/ OH 5.50" 1.02 KDDF ( 625) LIMITED STORAGE ** For hanger specs. - See approved plans REQUIREMENTS OF APPLY DUE SPATIAL IBC20112 ANDIRC2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 Dsfl uplift at 24 'oc specin0.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011' @ 7'- 7.0' Allowed = 0.713' 7-07 7_07 MAX BC PANEL TL DEFL = -0.032" @ 3'- 5.6" Allowed = 0.449' f 'f 'f MAX HORIZ. LL DEFL = 0.006' @ 14'- 8.5' 3-10-13 3-08-03 3-08-03 3-10-13 MAX HORIZ. TL DEFL = 0.010' @ 14'- 8.5' T f f f f NOTE:Design assumes moisture content does 12 HM-4x4 12 not exceed 19. at time of manufacture. 9.00 4.0" Q 9,00 Design conforms to main windforce-resisting 3system and components and cladding criteria. Illi Wind: 140 mph, h=22ft, TCDL=4.2,BC01=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-1.5x3 M-1.5x3 0 0 of [ . 10 . 1 a 5** M-3x4 M-3x8 M-3x4 1, y y 7-07 7-07 1, 1. 15-02 tO JOB NAME : 3413-D POLYGON NW - A2 Scale: 0.35e4 °t' PROFSi WARNINGS: GENERAL NOTES,unless otherwise noted: . /OO92 "f� 1.Builder and erection contractor should be advised of es General Notes 1.This design is based only upon the parameters shown and is for an individual ' 'rp-E Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component la 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 Is the responsibility of the erector.Additional 2'o.c.and at 10'o,c.respectively unless braced throughout their length by �. DES. BY: LJ po ty permanent bredng of continuous sheathingsuch as �B plywood sheathing(TC)where sown+dgweN C). DATE: 10/24/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bdd9ing 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. '7 -OREGON A.,.i SEQ. : 6095436 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used ins non-corrosive environment, G ,� Oda design hada be applied to any component end are for"dry of use. ,O 1 4 Q ! 4r TRANS I D: 411009 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes condition"bearing at all supports shown.Shim or wedge If � fabrication,handling,shipment end InateRatlon of components. necessary. 4f R T-r 1 6.This design la furnished d sub ct to the limitations set forth 7.Design assumes adequate drainage is provided. "�r�r-1.{4.`" 11111111111111111111111 0 k by B.Plates shall be on both/aces of truss,and placed so their center TPINJfCA in SCSI,copies of which will be furnished upon request lines coincide with joint centernchs. 9.Digits indicate size of plate In Inches, o 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:12/01/201'5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-1516) 295 1-5=(-304) 1116 5-2=( -306) 1694 BC: 2x6 KDDF 816BTR SPACED 24.0" 0.C. 2.3=( -191) 207 5-6=(-298) 1085 2-6=(-1438) 375 WEBS: 2x4 KDDF STAND 3.4=( -15) 7 6.3=) -197) 180 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -198/ 1079V -112/ 219H 5.50' 1.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'. 0.0' -359/ 1440V O/ OH 5.50' 2.30 'KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL+DL= 1210.0 LBS @ 4'- 0.0' ** For hanger specs. - See approved plans ADDL: BC CONC LL+pL= 637.0 LBS @ 8'- 0.0" ICOND, 2: Desian checked for net(-5 psf) uplift at 24 'oc spaning.! LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.012" @ 4'- 0.0" Allowed = 0.354" MAX IL CREEP DEFL = -0.039" @ 4'- 0.0' Allowed . 0.472' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.003' @ 7'• 6.5' MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5' 4-01-12 3-06-08 0-03-12 NOTE:Design assumes moisture content does T ( T T not exceed 199s at time of manufacture. 12 9.00 M 1.5X3 - -/ systDesiem andn forms to componentsin andicladdingrcriteria. Wind: 140 mph, h=22.2ft, TCOL=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. M-3x6 0 40' o ro 0 - Ai tmn 1.z. 5 ass 8 M-3x4 M-3x8 M-4x6 y +1210# +637# y 4-00 4-00 y y 8-00 JOB NAME : 3413-D POLYGON NW - A GIRD ��� lkoll,ffs,PROFfiss/ Scale: 0.3679 GENERAL.NOTES,unless otherwise noted: 44.h -�0�� WARNINGS: �>92®e PE { 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper r- Truss: A GIRDIncorporation of component Is the responsibility of the building deoigner. 2.2x4 compression web bradnp must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced al 3.Additional temporary bracing to Insure stability during construction �,d; �. DES. B Y: L.J Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c,and at 10'o.c.respectively unless braced throughout their len�gth by Aasr - � pe At1' continuous sheathing such as plywood sheathing(TC)and/or drywaa(13C). le CC DATE: 10/24/2014 the overaN structure Is the responsibility of the building designer. 3.Ix Impact bridging or lateral bracing required where shown++ � � ���� /a. 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. .. ^V SEQ. : 6095437 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 2 h�{� design loads be applied to any component and are Nr"dry condition"of use. �'' 1 4 V �' TRANS I D: 4 009 5.CompuTrus has no control over and assumes no responsibility for the e.Designnecessa assumes NII bearing et eA supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage la Provided. ''ER RI LN- 8.This design Is furnished subject to the Amltations set forth by 8.Plates shall be located on both faces of truss,end placed so their center - ch lines IIIIII VIII VIII VIII VIII VIII VIII(III III) MITe USA,Inc./CompuTrus I/WTCA in SCSI,copies of whwill 7.8.6(1 L)En request. 10.Digits coincide con slze ectorof plate design values see ESR-1311.ESR-1988(MITep EXPIRES:12/31/2015 IHIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BIR LOAD DURATION INCREASE = 1,15 1-2=( 0) 68 2.4=(0) 0 BC: 2x4 KDDF 1/168TR SPACED 24.0" O.C. 2.3=(-53) 50 , 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' -54/ 296V •19/ 72H 5.50' 0.47 KDDF 625) 1'- 10.9' -113/ 104V 0/ ON 1.50' 0.17 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'. 0.0" 01 49V 0/ OH 5.50" 0.08 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 gsft uplift at 24 "oc sgacinQ,1 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" T - MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0' Allowed = 0.123' MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5" Allowed = 0.184' 12 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6' Allowed = 0.254' MAX BC PANEL TL DEFL = -0.021' @ 3'- 3.8' Allowed = 0.339' 9.00 V MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=19.9ft, TCDL=4.2,BCOL=6,0, ASCE 7-10, (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. o/- o o ►�� ►Z01 4 M-3x4 J, y y 1-00 'PROVIDE FULL BEARING;Jts:2,3.41 6-00 JOB NAME : 3413-D POLYGON NW - AJ1 Scale: 0.6954 `°,<(• 1 Dpess'a WARNINGS: GENERAL NOTES,unless otherwise noted: -4-1., /0/ 1 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for en Individual - .7 92 i,P E r Truss: AJ 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 bulking 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 • the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheething(TC)and/or drywaiC). DATE: 10/24/2014po tr g 3.2x impact bridging or lateral bracing required where shown++ SE /� 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. 7QREGQN Co S E Q. : 6095438 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 2�N� K. TRANS I D: 411009 design loads be applied to any component. end are for"dry condition"of use, d 1 4 -45.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 component. necessary. [� 1 6.This design Is furnished subject to the imitations set forth 7.Design assumes adequate drainage Is provided. MFS A�.1.�- (VIII II II VIII I I g ) by B.Plates shall be on both feces of truss,and placed so their center III II II VIII VIII IIII IIII TPIANTCA In SCSI,copies of which will be furnished upon request. git coincidentwith joint01aIn Ines. 8.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-19613(MiTek) EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 41$BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 68 2.4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" 0.0. 2-3=(-85) 72 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 BOG 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' -34/ 347V .37/ 118H 5.50" 0.55 ,KDDF ( 625) 3'- 10.9' -116/ 130V 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,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacina.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 = -0.002' @ -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 = 0.078' 3-11-11 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.105' I T MAX TO PANEL LL DEFL = 0.020' @ 2'- 2.2' Allowed = 0.290' MAX BC PANEL TL DEFL = -0.035' @ 3'- 1.4' Allowed = 0.339' 12 9.007 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9' 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, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, cTruss designed for wind loads in the plane of the truss only. ci a gAllof- ► 4 -f 0 M-3x4 J, y 1, 1-00 [PROVIDE FULL BEARING:Jts:2.3.41 6-00 4'(" 861 P R Optss JOB NAME : 3413-D POLYGON NW - AJ2 Scale: 0.5984 � J� ���y WARNINGS: GENERAL NOTES,unless otherwise noted: .i�' 92$•PE 9{ Irr 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss• AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 11 - 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the bulking designer. 3.Additional temporary bracing to Insure stabilityduringconstruction 2.Design assumes the top and bosom chorda to be laterally braced et f�. "' 7 o.c.and at 10'itahin respectively unless braced throughout their length by y.F.�mw DES. BY: L J la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywaa(BC). a' /," DATE: 10/24/2014 the overall etrudure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^f7� OREGON v b �*y 4.No load should be rippled to any component until after as bracing and 4.installation of truss Is the responsibility of the respective contractor. SEQ. : 6095439 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 9_0 '� design loads be applied to any component. and are for"dry condition"g use. 1�y, TRANS I D: 41100 9 5.CompuTrus has no control over and component asauma no responsibility for the 6.Deoesse assumes tun bearing at°"supports shown.Shim or wedge If /�ille'��yy1 �jf' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage 1s provided. n Ri't-\- e,This design is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center I/WTCA in 111111111111111111111111111111111111111 Swhich request.MTe USA,lnC./CompuTrum Software 7.6.6(1L)E 10. coincide te size°f a �FFor basic connectorplte designate in inches. es sea ESR-1311,ESR•taee(MITek) EXPIRES:12/31/2015 1111111 All This design prepared from computer input Dy PACIFIC LUMBER-BC - LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cul 00 IC: 2x4 KDDF ((MIR LOAD DURATION INCREASE = 1.15 1-2= 0) 68 2.4= 9 BC: 2x4 KDDF 1/16BTR SPACED 24.0. O.C. 2-3=(-129) 11 (0) 0 IC LATERAL SUPPORT <= 12"OC. UON. LOADING SC LATERAL SUPPORT <= 12"OC. UON. LI( 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" -34/ 402V -55/ 165H 5.50' 0.64 KODF ( 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'- 11.7" -95/ 163V 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 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 = 0.134" @ 3'- 7.2' Allowed = 0,457' 5-11-11 MAX TC PANEL TL DEFL = -0.117' @ 3'- 4,8" Allowed = 0.685" T MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9" -/ MAX HORIZ. TL DEFL = -0.001" @ 5'• 10.9" NOTE:Design assumes moisture content does 9.00 12 )A) not exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCOL=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 o in the plane of the truss only. 0 4 0 8 o L I 0 ►� 4t. M-3x4 y 1, y • 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 3413-D POLYGON NW - AJ3 Scale: 0,5050 \P-s �GPROF�'S'S WARNINGS: GENERAL NOTES,unless otherwise noted: krC'')- /WP "' 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 - .9 2 SP E r Truss: AJ3 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 end 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 "AMP • a/1 r the overall structure le the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. M DATE: 10/24/2014 P h 9 3.2x Impact bridging or lateral bracing required where shown++ 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. "jr' OREGON 4./j SEQ. : 6095440 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corroslve environment, /-* V - A. TRANS I D• 411009 design loads be applied to any component. and are for"dry condition"of use. 8.Design assumes ma bearing at ail supports shown.Shim or wedge If .1:04y 14 2p�` �.� • 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. Design ass umes gnage is p 4 'RPM- G. This design is furnished subject to the Imitations set forth by B.Plates shall be locateduonal bothfaces of truss,and placed so their center I(VIII I ll VIII I'll/IIII IIII VIII III liltTPI/WTCA In SCSI,copies of which will be furnished upon request In coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MITch USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(MITekj EXPIRES:12/31/2015 This IFdeIC LUMsign BER-BprepaCred from computer input by IIIIIIIIIIIIII TRUSS SPAN 7'- 5.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 68 2.5=(0) 0 TC: 2x4 KDDF N1d8TR SPACED 24.0' D.C. 3-3=(•194) 177 BC: 2x4 KDDF N16BTR 2.3=( -94) 36 TC LATERAL SUPPORT <0 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 OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -24/ 377V -69/ 201H 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' -203/ 359V 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'- 5.9" -581 26V 0/ OH 1.50' 0.04 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 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, T1=L1180 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 TC PANEL LL DEFL = 0.068' @ 2'- 9.2' Allowed = 0.459' 0 MAX TC PANEL TL DEFL = -0.062' @ 2'- 11.9' Allowed = 0.889" MAX HORIZ. LL DEFL = -0.002' @ 5'• 11.2' 12 MAX HORIZ. TL DEFL = -0.002' 9 5'- 11.2' 9.00 7 NOTE:Design assumes moisture content does 0 not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I o Truss designed for wind loads CO in the plane of the truss only. 0 r/ MININIMINIMINIMININIIIIIIIMMIll G' 5�� O M-3x4 y J. ), 3' 1-00 6-00 1-05-15 (PROVIDE FULL BEARING:Jts:2,5,3,41 PRO JOB NAME: 3413-0 POLYGON NW - AJ4 Scale: 0.4812 �c 1144 WARNINGS: GENERAL NOTES,unless otherwise noted: . •.P E �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 and Warnings before construction commences. bulking component.Applicability of design parameters and proper Truss: AJ 4 2.2x4 compression web bradng mast 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 2'o.c.and at 10'o.c.respectively unless braced throughout their lenng�th by �' . DES. BY: LJ Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/ordrywat(SC). dRE C�tiIV� DATE: 10/24/2014 the overall structure Is the responsibility of the building designer. 3.2x Impactgbridging or lateral bradng required where shown++ 4.No load should be appled to any component until ager all bracing and 4.5.DesigntIon of assumesrtrusses s is the W beueed Inof the i non respective contractor. environment. t,, 2P S E Q. : 609544 1 fasteners are complete and at no time should any bads greeter than and gne for"drycondition"are use. • r Y design loads be applied to any component e.Design assumes hill bearing at all supports shown.Shim or wedge If /�.�y,.p}� + TRANS I D: 411009 5.CompuTms has no control over and assumes no responsibility for the necessary. C+l T l 1 fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center ines ndde IIIIII VIII 111111 1111 VIII 111113 th joint center Ones, MTITekn U A, BCSI,copies of s which will be furnished 6.6(1 L)-E request. 190. /Flog b of design values see ESR-1311,ESR-1988(M Tab) EXPIRES:12/31/2015 IIII►IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTA; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 68 2.10=(•650) 3432 3-10=( -89) 317 2x6 KDDF 91&BTA T2 SPACED 24.0' O.C. BC: 2x6 KDDF N1&BTA 2- 3=(•4549) 913 10.11=(•798) 4408 10- 4e( -254) 1451 WEBS: 2x4 KDDF STAND 3- 4=(-4451) 924 11.12=063) 3827 10. 5=(•1361) 301 LOADING 4- 5=(-3540) 778 12.13=063) 3827 5.11=( -40) 345 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4424) 968 13- 9=(-460) 2540 11. 6=( -337) 1383 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2555) 552 12- 6=( 0) 136 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3253) 651 6-13=(.1949) 439 8- 9=(-3379) 650 7-13=) -290) 1574 LL 25 PSF Ground Snow (Pg) 13- Be) -121) 208 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0' TO 12'• 0.0' V ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0' 0'- 0.0" •678/ 3376V -137/ 144H 5.50" 5.40 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1440.0 LBS @ 12'• 4.0" 27'- 6.0" -418/ 2330V 0/ OH 5.50' 3.73 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. (COND. 2: Desian checked for net(-5 oaf) uplift at 24 "Sc soacinc.l M,M2UHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans 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 = 0.092' @ 12'- 5.8" Allowed = 1.329' MAX TL CREEP DEFL = -0.292" @ 12'- 5.8' Allowed = 1.772" MAX HORIZ. LL DEFL = -0.032" @ 27'- 0.5' MAX HOAIZ. TL DEFL = 0.075" @ 27'- 0.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-11-11 11-06-10 7-11-11 Design conforms to main windforce-resisting 3-11-15 3-11-12 4-02-09 2-11-12 4-04-05 3.11-12 3-11.15 system and components and cladding criteria. 12 4,598# 1' 1' 1' T 1' Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x89.00 p M-3x6 M-4x8 M-4x8 9 DD load duration factor=1,6, 5 6 ' Truss designed for wind loads T2 in the plane of the truss only. M-1.5x3 M-1"5x3 +-' I 0 0 1.16.11 4 o M-3x10 10 11 '/ 12 13 g** o M-3x8 M-7x8(S)0.25" M-1.5x3 M-3x10 M-3x8 0 - y1440# , , 7-06-09 4-11-03 2-08-04 4-09-07 7-06-09 y 1-00 27-06 y co JOB NAME : 3413-D POLYGON NW - B1 Scale: 0,2355 \�v NGPROFFssio WARNINGS: GENERAL NOTES,unless otherwise noted: 4CI� f 111, ' B1 1.Builder and erection contractor should be advised of ad General Notes 1.This design is based only upon the parameters shown and Is for an individual !92 ss IP E r Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,/ DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 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 DATE: 10/24/2014 responsibility continuous sheathing such as plywood required ing(TC)and/or drywall C. the overall structure le the res onsibill of the building designer. 3.a impact bridging or lateral bracing where shown++ ) el ,(,� SEQ. : 60954434.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `, OREGON 4./ non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, 't1 Ab A TRANS I D: 411009 design loads be applied to any component. end are for"dry condition"of use. / �. a 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14 2 le fabrication,handling,shipment and installation of components, nesessary. A.� fi R y i 6.This design is furnished subject to the irritations set forth 7.Designlatesshallassbe el adequate one bothdrafacesais provided.a 'r'7 M 111 III)VIII VIII VIII VIII 11111 IIII IIII TPI/WTCA in BC61,copies of which will be furnished upon request. B.Plates cncideewnh Joint aon r re.of truss,end placed so their center MITek USA,Ina/CompuTrus Software 7.6.8(1 L)-E 10.FForibasic=Indicate rpla a design values see ESR-1311,ESR-1a86(Welt) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1,00 IC: 2x4 CODE #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-964) 78 1-5=(-154) 694 5.2=( 0) 280 4.7=(-1156) 226 BC: 2x6 KDDF #1&BTA SPACED 24.0. 0.C. 2.3=(-662) 146 5.8=(-156) 688 2.6=(-276) 128 WEBS: 2x4 CODE STAND3-4=(-488) 138 6-7=( -72) 116 6-3=( -52) 288 LOADING 6.4=(-224) 1174 IC 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 flEOUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 735V -83/ 164H 5.50" 1.18 KDDF ( 625) NOTE: 2x4 BRACING AT 24'OC UON, FOR LL = 25 PSF Ground Snow (Pg) 8'- 0.0' -650/ 3025V 01 OH 5.50' 4.84 CODE ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC 11+01= 121.0 LBS @ 3'- 6.0' ADDL: BC CONC LL+DL= 637.0 LBS @ 5'- 6.0" (GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,) ADDL: BC CONC LL+DL= 2330.0 LBS @ 7'- 6.0" Connector plate prefix designators: 12 VERTICAL DEFLECTMAXVEX IL DEFL = TOIN4' @ 1 *1/2 Allowed = 0.354' ON LIMITS: LL= 40, TL=LI180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL CREEP DEFL = -0.012'0 @ 5'- 10.9" Allowed = 0.472' M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses required.V1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.001' @ 7'- 10.2' Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX HOAIZ, TL DEFL = 0.002' @ 7'• 10.2" nails staggered at: NOTE:Design assumes moisture content does 9' oc in 1 rows) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY not exceed 19% at time of manufacture. 9' oc in 2 row(a) throughout 2x6 bottom chorda, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 webs. Design conforms to main windforce-resisting ** For hanger specs. - See approved plans system and components and cladding criteria. 6-02-11 1-09-05 1' Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 3-03-13 f 2-10-14 T 1-09-05 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 12 M-4x6 in the plane of the truss only. 9"00 7 M-3x4 lD�w1 M-3x4 0 it w 0 4- 0 041111ole- 1--- 1°-41.11111111111.111611 " 5 6 *9 M-3x4 M-1.5x3 M-6x8 M-3x8 y , y121# ,1r63,7# 1,23y30# 3-02-01 2-08-13 2-01-01 8-00 40 PROF 6'6' JOB NAME : 3413-D POLYGON NW - B GIRD Scale: 0.3402 `��' ti�Gl 60 ky /0/V1/17 * WARNINGS: GENERAL NOTES,unless otherwise noted: 92./.PE t' 1.Builder and erection contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: B GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be inatelled where shown+, incorporation of component is the responsibility of the building designer. �'"3.Additional temporary bredng to Insure stability during construction 2.Design assumes10'the top and bottom chords to be roughoaterally braced at .ms°' 2DES. B Y: LJ Is the responsibility of the erector.Additional permanent bracing of c n nc.and at ea hi n.such c plywoodely dce braced(TC)and/ord r walnlp� by is", pe continuous sheathing as sheathing(TC)and/or drywaA(BC). OREGON � �� 44.- DATE: 10/24/2014 the oven/structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bradng and 4.Installation of truss le the responsibility of the respective contractor. � ��� SEQ. : 609 5444 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -4, 41 f. 14 _ (} design loads be applied to any component. and are for"dry condition"of use. TRANS I D' 411009 6•Design assumes Pon bearing at lig supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. 0 PRA. f-7 �t+' fabrication,handling,shipment and installation of components. 7•Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both feces of truss,and placed so their canter III VIII VIII VIII VIII VIII)III)11 11 TPI/WTCA In SCSI,copies of which request. MITo USA,Inc./CompuTrus Software 7.6.6(1L)-E linescenter Ines. snvalFob cpdeiues see ESR-1311,ESR-1988(MITok) EXPIRES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL TC: 2x4 KDDF R16BTA; LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,o0 2x6 KDDF p1&BTA T2 1- 2=( 0) 68 2.13=(•1605) 5757 13- 3=( -429) 1890 19- 8=( -207) 891 BC: 2x6 KDDF N168TR LOADING 2- 30(•7419) 2118 13.14=(-1460) 5201 3-14=( -818) 175 8.20=(-1956) 836 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow P 3- 4=(-5640) 1758 14.15-(-1308) 4472 14- 4= -13) 389 9.20=( "462) 1832 2x4 OF 2400E A; ( e) 4. 5-(-5293) 1769 15-17=(-1969) 5961 4-15=( -286) 113 20-100( -126) 251 2x4 KDDF 00FBA; B TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0' V 5. 6=(-4279) 1468 16.18=( -67) 201 15- 5= IC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 26'- 0.0' V 6. 7=(-5948) 2163 18-19=(•1790) 5484 15. 6=(-2225) 1941 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0 +DL 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8= •4955 1798 19.20. -1581) 4909 6.17= 0) 452 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0) = 50.00PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3799) 1313 20-11 =(•1108) 3677 16.17=( 0) 146 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'• 0.0" 10-110=(-4869) 1558 1584 17;17_(--270) 5314 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130,7)= 597.3 LBS @ 26'- 0.0' 1l-12=( 0) 68 18- 7=( -399) 659 374 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.19=( •932) 360 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'• 0.0" -995/ 3513V 155/ 155H 5.50' 5.62 KDDF ( 625) Connector plate prefix designators: 34'- 0.0" •995/ 3513V 0/ OH 5,50' 5.62 KDDF ( 625) C,CN,CI8,CN18 (or no prefix)) = CompuTrus, Inc M,M20HS,M18HS,M16(Or 0 MiTek MT series ICOND, 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.) JT 11: Heel to plate corner = 1.75" 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 = -0.250" @ 13'- 4.7' Allowed = 1.654" MAX TL CREEP DEFL = -0.500' @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133" MAX HORIZ. LL DEFL = 0.123" @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.203' @ 33'- 6.5" NOTE:Design assumes moisture content does 7-11-11 18-00-10 7-11-11 2-091' -05-i1� 2-09 5-03-05 5-03 4-01T not exceed 19% at time of manufacture. .07 3-04-14 3-11-12 3-11-15 Design conforms to main windforce•resisting 12 597,30tY 1 T f 597.30# T T system and components and cladding criteria. 9.00 M-5x10 M-5x8 .. -1/4]9.00 12 wind: 140 m =M-6x6 M 3x6 =M-4x4Q 9 00 ph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �+ T9 7 (All Heights), Enclosed, Cat"2, Exp,B, MWFRS(Dir), ... 1,1,' load duration factor=1.6, M-3x4Truss designed for wind loads in the plane of the truss only. M-3x8 VA M-1.5xa + o M-5x12 rte o 13 14 15 n 17`J -��aa� 0 .� o c M 7x8 M-3x4 M-4x10 16 18 `` �* 8M-1.5x3 M-4x12 0.25')9 M-3x10 M-3x10 2 0 ,,3"75 **2X WEDGE M-7x10 M-7x8(S) 12 W/(2) M-3X4 TYP. L. y y y y , y y y ,2-05-08.2-05-11 2-07-07 5-10-03 ,I, 4-11-08 3-11-11 4-01-07 7-06-09 ,2-05-08 10-09-08 20-09 y y 1-00 34-00 LOQ 1-00 JOB NAME : 3413-D POLYGON NW - Cl cc, PRope Scale: 0.1718 ! ( �,.. WARNINGS: GENERAL NOTES,unless otherwise noted: 4 �J v�,� Cl1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' P E. ° Truss: C and Warnings before construction commences, building component.AppllcabONy 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. rr �r DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the top end bottom chorda to be laterally braced at J 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 � ► CC DATE: 10/24/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). g 3.In Impact bridging or lateral bracing where shown++ y SEQ. : 6095446 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� �``,,-- laslenere are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, ih `r✓ TRANS I D• 411009 design loads be applied to any component. and are for"dry condition"of use. / S.CompuTrus has no control over and assumes no responsibility Mr the 6.Design assumes fug bearing at all supporta shown.Shim or wedge if O j 4 0 2 4 fabrication,handling,shipment end Installation of component. necessary. Q 6.This design Is furnished subject to the limitations set forth 7.Design hall assumesladequate drainage la provided. 4 n �� V 111111111111111111111 IIIII VIII VIII IIID VIII VIII VIII IIII IIII MAMA in BCSI,copies of which will be furnished upon request. 8.Inesecoincideewith Joint center liea faces of trues,end placed so their center rl r1 MITek USA,Inc./CompuTrus Software 7.8.8 1t.-E 5.Digits Indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPI RES:12/31/2015 This design prepared from computer input by III�IIIIIIIII) PACIFIC LUMBER-BC TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2.12=(-383) 2142 12- 3=( 0) 331 8.17=(-132) 673 TC: 2x4 HOF A16BTR SPACED 24.0" O.C. 2- 3=(•2848) 584 12-13=(-271) 1629 12- 4=(-138) 616 17- 9=(-221) 211 BC: 2x4 KODE ',MIR SPACED 4=(-2564) 627 13.15=(-225) 1664 4.13=(-321) 203 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1831) 493 14.16=( -9) 60 13- 5=(-191) 831 25.0)+Dl( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1411) 445 16-17=(•229) 1601 13- 6=(-530) 176 TC LATERAL SUPPORT <= 12'OC. HON. LL( DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1662) 508 17.10=(-317) 1430 6.15=) -2) 220 BC LATERAL SUPPORT <= 12"OC. HON. TOTAL LOAD = 42.0 PSF 7- 8.(-1298) 429 14.15=) 0) 90 8• 9=(-1718) 461 15.16=(-219) 1550 NOTE: 2x4 BRACING AT 24"OC UON. FOR= LL = 25 PSF Ground Snow (Pg) 9.10=(-1940) 480 15- 7=( -40) 120 10.11=( 0) 68 16- 7=( -90) 117 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7.17=(-503) 166 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -2271 1542V -196/ 196H 5.50' 2.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrua, Inc 34'- 0.0' -227/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series [COND. 2: Design checked for net(-5 pat) uplift at 24 'on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 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 = -0.092' @ 13'- 4.7' Allowed = 1.654' MAX TL CREEP DEFL = -0.187' @ 13'- 4.7" Allowed = 2.206' MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003• @ 35'- 0.0' Allowed = 0,133' MAX HORIZ. LL DEFL = 0.059' @ 33'• 6.5' MAX HORIZ. TL DEFL = 0.098" @ 33'• 6.5" 14-00-10 9-11-11 9 11-11 NOTE:Design assumes moisture content does f2-07-04f 3-06-05 f 3-10-02 f 3-03-05 T 5-05-11 T 5-03-10 T 4-10-11 T 5-01 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M 4x6 Q 9.00 M-4x6 M 3x4 M 3x8 9.OD Wind: 140 mph, h=22,9ft, 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-3x4 M-1.5x3 M-1.5x3 ,/iiiii/A,..,'' ••/- o M-3x6 c0 � 2 3 r 18 F�-- - '�. 1 o ..4. M-5x10 M-3x8 0 14 0.256 M 3x8 M 3x6 0 o M-1.5x3 **2X WEDGE M-5x8 =M-6x6(S) ,... 33.75 W/(2) M-3X4 TYP. 12 ; J' ). J' )' 1, 1' 2-05-08y 7-02-07 3-08-13 y 5-02-03 5-09-03 9-07-15 y1 y J. ,,2-05-08 10-09-08 20-09 Y 0� 1-00 1-00 34-00 (tv�t0 PROP? JOB NAME : 3413-D POLYGON NW - C2 Scale: 0.1716 r njZ" ° WARNINGS: GENERAL NOTES,unless otherwise noted: f . '920 s.P E 44 �� 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 /920 C2 and Warnings before construction commences, building component.Applicability of design parameters and proper Truss' V 2 2.2x4 compression web bracing must be Installed where shown*. Design Incorporation of component le the resibOty of the building designer. • 2.Design assumes the top and bottom chords to be laterally braced at �, °' 3.Additional temporary bracing to Insure stability during construction 2'c.c.and at 10'o.n.respectively unless braced throughout their le by /°r' . DES. BY: LJ Is the responslMmy of the erector.AddMonel permanent bracing of continuous sheathing such as plywood sheathng(TC)and/or drywali(BC).ntractor. 7, it,ARE ON b � SC DATE: 10/24/2014 the overall structure is the responsibility of the building designer. 3.2x hoped bridging or lateral bracing required where shown++ SEQ. 4.No bed should be applied to any component until after all bracing and 4.5.Desllla ion of truss Is the n assumes trusses are be responsibility thef non-corrosive eenvironment, //11 rN � .. S E Q. : 60 9 5447 fasteners are complete and at no lime should any bade greater than and are for"dry condition"of use. !�•/ '1 r 1 4-., design loads be applied to any component. g,Design assumes full bearing at all supporta shown.Shim or wedge If C`C,1+,tt r TRANS I D: 411009 5.Compur.has no control over and assumes no responsibility for the necessary. R f-71L� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. S TPs design TCA in SCSI,copies subject to the Initations set which will be fumishedupon request. 8.rth by lPletes shall be es coincide with joint Center Suess of truss,end plead so their center IIIIII11111 11111 VIII VIII VIII VIII IIII IIII MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 0.For basic connector platetdesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 - IUIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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) 68 2-14=(-499) 2157 14- 3=( 0) 331 BC: 2x4 KDDF S18BTR SPACED 24.0" O,C. 2- 3=(-2848) 727 14.15=(•381) 1629 14- 4=(-150) 618 WEBS: 2x4 KDDF STAND3- 4=(-2564 758 15.17=(-359) 1684 4.15=(-321) 179 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-1831; 614 16.18=( -14) 60 15- 5=(-218)' 831 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-353) 1601 15- 7=(-534) 204 DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-1411) 534 19.12=(-401) 1430 7.17=) •13) 234 TOTAL LOAD = 42.0 PSF 7- B=(-18821 818 16.17=( 0) 90 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8-10=(•1298 511 17.18=(-339) 1550 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11.(-1718)9.10=( 0) 0 18. 8=( -63)' 144 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE117 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-1940 591 577 1O-19= -543) 187 OVERHANGS: 12.0" 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 12'13=( 0) 68 10-19=(•143) 673 19.11=(•211) 187 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M,M20HS,MIBHS,M16 = MiTek MT series 0'- 0.0" -303/ 1542V •197/ 197H 5.50" 2.47 KDDF ( 625) 34'• 0.0' -303/ 1542V 0/ OH 5.50' 2.47 KDDF ( 625) 'COND. 2: DeRion checked for net(-5 psf) uplift at 24 "ox spacinad VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = -0.092" 8 13'- 4.7' Allowed = 1.654' 11-11-11 10-00-10 11 11 11 MAX TL CREEP DEFL = -0.187" @ 13'- 4.7" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 2-07.04 3 -06-05 3-08-01 1, 1103-05 5- 05-11 3-03-10 2-02 4-08-11 5-01 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 2-02 1 ( MAX HOAIZ. LL DEFL = 0,059' @ 33'• 6.5" 10-00 Support top chord at joint 6 and 9 10-00 MAX HORIZ. TL DEFL = 0,098" @ 33'. 6.5' T 12 M-4X6 T T NOTE:Design assumes moisture content does 12 not exceed 1996 at time of manufacture. 9.00[7 M-3X4 M-3x8 0 4x6 N9.00 Design conforms to main windforce-resisting .88 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=8,0, ASCE 7-10 M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr) , load duration factor=l,6, M-1.5X3 Truss designed for wind loads + + 1 in the plane of the truss only. M-1.5x3 c.o M-3x6 op ��t 0 a• Argo 15 N- 179 o M-3x8 -� w v o M-5x10 oM-1185x3 0.25's M-3x8 M-3x6 • 3 o •,3.75 *e2X WEDGE M-5x8 =M-6x6(S) 12 W/(2) M-3X4 TYP. y y J, J. J, J J. ,2-05-08, 7-02-07 3-08-13 , 5-02-03 5-09-03 9-07-15 , , -05-08 10-09-08 20-09 1-Op 1-00 34-00 0 1-00 JOB NAME : 3413-D POLYGON NW - C3 �<cir'0 PRQFetS, Scale: 0.1677 dJ GI7 /© WARNINGS: GENERAL NOTES,unless otherwise noted: 451 2 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 ' 6 PE { Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responeilety of the bulking designer. r„a+"'' DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y �� " DATE: 10/24/2014 the overall structure is the responsibility continuous sheathing such as plywood eheething(i C)and/or drywall C. ^"`4mR" - po lity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ ft 4.No load should be applied to any component until after all bracing end 4.(natal ton of truss Is the responsibility of the respective contractor. ^�� (�aE(ci'`(�4� �,(U SEQ. : 6095448 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a non-corroalve environment, a TRANS I D: 411009 design loads be applied to any component. and are for"dry condition"of use. /� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If [,A 1 Q .. � fabrication,handling,shipment and Installation of components. necessary. provided.s t �y 6.This design is furnished subject to the imitations set forth by 8.Design7. lateshall be located anaboth facese of of ss d placed so their center Mill.1" V VIII VIII(IIII VIII IN IIID VIII IIII IIII MITTpI/WTCA in e USA,Ina/CompuTrus 8 SoftwareI,copies of which will be f 7.6.6(1 L)E request. 1lines coincide with joint center Ines. 0.Foribbasic Indicate plate design values ace ESR-1311,ESR-1 988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-209) 1516 10- 3=( 0) 294 BC: 2x4 KDDF #16BTR SPACED 24.0" 0,C, 2- 3=(-1962) 415 10.11=(-210) 1514 3-11=(-476) 245 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 458 11.12=(-140) 1146 11- 4=(-152) 556 LOADING 4- 5=(-1084) 434 12.13=(-240) 1442 11- 5=(-1B7) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1084) 434 13- 8=(-239) 1444 5.12=(-187) 100 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1502) 458 6-12=(-152) 556 TOTAL LOAD = 42.0 PSF 7- 8=(-1962) 415 12- 7=(-476) 245 8. 9=( 0) 68 7.13=( 0) 294 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIYIIBC STORAGE DEALOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -250/ 1542V -273/ 273H 5.50' 2.47 KDDF ( 625) AD LOAD IS A MINIMUM OF 110 0 PSF, 34'- 0.0' -250/ 1542V 0/ OH 5.50' 2.47 KODF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc IDOND, 2: Design checked for net(-5 psft uplift at 24 ',cc sgacing,l M,M2OHS,M18HS,M16 = MiTek MT aeries 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 = -0.064" @ 17'- 0.0" Allowed = 1.654' MAX TL CREEP DEFL = -0.130' @ 17'- 0.0" Allowed = 2.206' MAX LL DEFL = -0.002" @ 35'- 0,0" Allowed = 0.100' MAX TL CREEP DEFL = 4.003" @ 35'• 0.0' Allowed = 0.133" MAX HORIZ. LL DEFL = 0.035" @ 33'- 8.5' MAX HORIZ. TL DEFL = 0,058' @ 33'- 6.5' 13-11-11 6-00-10 13-11-11 1' T NOTE:Design assumes moisture content does 7-02-12 6-08-15 3-00-05 3-00-05 6-08-15 7-02-12 not exceed 19% at time of manufacture. '1f f f f f Design conforms to main windforce"resisting 12 12 system and components and cladding criteria. 9.00 M 4x6 M-3x4 M 4x6 Q s.00 • Wind: 140 mph, h=24.4ft, 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. M-3x4 M-3x4 0 0 nr: c o rwM 3x5 M 11.05x3 16.25" 0.25)2 M-1 1.35x3 M-3x5 0 M-5x8(S) M-5x8(S) k y 7-01 y 6-06-15 6-08-03 6-06-15 7-01 y y 1-00 34-00 t-00 4514:N2 JOB NAME : 3413-0 POLYGON NW - C4 Scale: 0.1718 loigfItY 1.' WARNINGS: GENERAL NOTES,unless otherwise noted: !92$.PE 1-' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndividualAlp Truss: C 4 and Warnings before construction commences. building component.Applicability of design parameters and proper ° 2.2x4 compression web bracingmust be Instated where shown+, Incorporation of component is the rem chords of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2•a.c.and at 10'o.c,respeedvety unlace braced throughout their le th by "fie DES. BY: LJ ',the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/24/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON � .. 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. -7 A 1 4 2ND` "�'-, SEQ. 6095449 fasteners are complete and et no urns should any loads greater than 5.Design assumes trusses aro to be used In a non-orrosive environment. 4J ��I �y design loads be applied to any component, and are for"dry Nil bearing of use. � V� 6.Design assumes NII bearing et all supports shown.Shim or wedge If `t% V TRANS I D: 411009 5.CompuTrus has no control over and assumes no responsibility for the necessary. `�1+ • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. - a.This design is furnished subject to the!irritations set forth by 9.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII 1113 VIII 11111111 TPBCSI,copies of which request. MITe SAInC./CompUTrus Software 7.6.6(1L)E Anes coincide pltcd oetn; For b �n connector design see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-313) 1521 12- 3=( 0) 294 BC: 2x4 KDDF #18,BTR SPACED 24.0" 0.C. 2. 3=(-1962) 527 12.13=(-314) 1520 3.13=(-475) 232 WEBS; 2x4 KDDF STAND 3. 4n(-1502) 569 13.14=(-183) 1149 13- 4=(.181) 567 LOADING 4- 5=( 0) 0 14.15=(•334) 1442 13- 6=(-198) 125 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-1084) 516 15-10=(-333) 1444 6.14=(•198) 125 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1084) 518 8-14=(-181) 566 TOTAL LOAD = 42.0 PSF 7. 8=( 0) 0 14. 9=(-476) 232 NOTE: 2x4 BRACING AT 24'OC UON. FOR 8- 9=(-1502) 569 9-15=( 0) 294 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-1862) 527 10.11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'• 0.0' 328/ 1542V 274/ 2740 5,50' 2.47 KDDF ( 625) M,M20HS,M18HS,M18 = MiTek MT series 34'- 0.0" -328/ 1542V 0/ ON 5.50' 2.47 KDDF ( 625) )COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ .1'- 0.0' Allowed = 0.100' Support top chord at joint 5 and 7 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = •0.064' @ 17'- 0.0' Allowed = 1.654' MAX TL CREEP DEFL = •0.130' @ 17'• 0.0' Allowed = 2.206" 15-11-11 2-00-10 15-11-11 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0" Allowed = 0.133' k 7-02-12 6-06-15 2-02 T 1- 0 p5 j, 6-06-15 7-02-12 C MAX HORIZ. LL DEFL = 0.035' @ 33'- 6.5' 1-U0- 5 2-02 MAX HORIZ. TL DEFL = 0.058" @ 33'. 6.5" 14-00 14-00 5 T 1_ NOTE:Design assumes moisture content does 12 M-4x6 12 not exceed 19% at time of manufacture. 9,00 M-4x6 12 M-3x4 .c -J9.00 Design conforms to main windforce-resisting r, .41. system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (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. M-3x4 M-3x4 • 0 0 o „M-3x5 M-1t25x3 16.25" 0.2514 M-11.55x3 M-3x5 1 0 M-5x8(S) M-5x8(S) 1, 1, /,) y 1. 1' y y 7-01 6-06-15 6-08-03 6-06-15 7-01 1-00 34-00 y 0 1-00 tO JOB NAME : 3413-D POLYGON NW - C5 Scale: 0.1709 �,5�`` P�J]R'C}�}��Fq sig WARNINGS: GENERAL NOTES,unless otherwise noted: 92y I I 1 �+ 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �G••p 1'' Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper //eI�/ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. y/' r"' r. DES. BY: L J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end at 10'o.c.respectively unless braced throughout their length by "fie DATE: 10/24/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)end/nr drywall C. • Po ty p 3.2x Impact bridging or lateral bracing where shown++ ) rill ir /� 4.No load should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON �' S E 0corrosive environment, �� TRANS I D: 411009 design loads be applied to any component. and are for"dry condition"of use. B. /t?h .Design assumes full bearing at all supports shown.Shim or wedge If 1 4 �' t�, 5.CompuTrus hes no control over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. necessary. p q. R F3`L�'3 S.This design Is furnished subject to the limitations sat forth by 8.Plates shaall bebeloco eeduonsbdoth drainage sl of tis,and placed so their center �v/ fl IIIIII VIII VIII VIII VIII VIII VIII IIII IIII I/WTCA nwhich furnished request.Te USA, Software 76.8(1L)E lines coincide with Joint center lines. Digits c caof b cannedorpldesign values see ESR-1311,ESR-1699(MiTek) EXPIRES:12/31/2015 111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 IC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2.10=(-215) 1840 3.10=(-246) 204 BC: 2x4 KDDF N1&8TR SPACED 24.0' 0.C. 2- 3=(-1946) 412 10-11=(-153) 1374 10- 4=( -60) 472 WEBS: 2x4 KDDF STAND 3. 4=(-1748) 460 11.12=(-153) 1254 4-11=(-815) 289 LOADING 4- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 IC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=)-615) 289 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 460 6-12=( -60) 473 TOTAL LOAD = 42.0 PSF 7. 80(.1946) 412 12- 7=(-246) 204 OVERHANGS: 12.0" 12.0' 8- 9=) 0) 68 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" -272/ 1542V -336/ 336H 5.50' 2.47 KDDF ( 625) 34'- 0.0' -272/ 1642V 0/ OH 5.50' 2.47 KDDF ( 625) ICON. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.074' @ 17'- 0.0' Allowed = 1.654" 17-00 17-00 MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206' 1' "( '( MAX LL DEFL = -0.002" @ 35'- 0.0' Allowed = 0.100' 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' 12 12 MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5' 9.00 7 M 4x6 N9.00 4.0" NOTE:Design assumes moisture content does 5 ,F,' not exceed 19% at time of manufacture. ;i Design conforms to main windfarce-resisting system and components and cladding criteria. M-5x6(5) M-5x6(S) Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25° 0.25" load duration factor=1.6, Truss designed for wind loads �q. 6� in the plane of the truss only. M-1.5x3 M-1,5x3 0 ,A1\ , 0 vr' "C. 12 + o o M-3x5 M 3x4 16.25" M-3x4 M-3x5o M-5x8(S) y /. 1' / y y y 8-08-03 8-03-13 8-03-13 8-08-03 y y 1-00 34-00 1-00 4.�t(� PROF s� JOB NAME : 3413-D POLYGON NW - C6 Sale: 0.1718 ni4. 2'11 "© WARNINGS; GENERAL NOTES,unless otherwise noted: 92 •P,E '9� 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Ci 6 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ?� 3.Additional temporary bracing to Insure stability during construction 2.2'Do.c.endat1 assumes the top and bottom chords to be laterally braced of mire ry2'o.c. at 10'o.e.respectively unless braced throughout their length by -o``.�mar DES. B�(; LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). t,C DATE: 10/24/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ yrs OREGON t), �<� 4.No load should be applied to any component until after all bredng and 4.Installation of trues la the responsibility of the respective contractor. .. a SEQ. : 609 5451 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses she to be used In a non-corrosive environment, l^ y 1 �L� L design bade be applied to any component and ere for"dry full bearing of use. �,.t 0%4 TRANS I D: 411009 5.CompuTrus has no control over and assumes no responsibility for the a'necessary.Dassumes lull bearing at sit supports shown.Shim or wedge if bpp + �S' fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. ' R rl`b\' 6.This design le furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center Ilnes coincide with joint center Ines. (IIIII IIIII IIIII IIIII IIIII IIII IIIII IIII IIIIch will be furnished upo MITTPe SAnIncSCompuTrus I,copies of whISoRwere 7.6.6(1L)-En .6.6(1L)En request. . late in inches. 0lsize of aFor b lindicateplte design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12// 1/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1. 2=( 0) 68 2-12=(-389) 1516 3.12=(-210) 188 BC: 2X4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= 1942 606 12.13= ) ( ) WEBS: 2x4 KDDF STAND ( ) (•407 1700 12- 4= -137 669 3- 4(-1720) 593 13-14=(-407) 1700 12- 60(-611) 212 LOADING 4- 5=( 0) 0 14-10=(-418) 1432 13- 6=( 0) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1302) 524 6-14=(-805) 197 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1312) 528 8-14=(-125) 665 TOTAL LOAD = 42.0 PSF 7. B=( 0) 0 14. 9=(-209) 176 8- 9=(-1720) 604 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(.1942) 615 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE 80.I6. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrue, Inc 0'- 0.0" -318/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) M,M2OHS,M18HS,M16 MiTek MT aeries 34'- 0.0' -325/ 1542V 0/ OH 5.50" 2.47 KODF ( 625) ICOND. 2: Desion checked for net(-5 p561 uplift at 24 'oc spacino.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003° @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.079" @ 17'- 0.0' Allowed = 1.654° MAX TL CREEP DEFL = -0.159' @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'. 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 35'- 0.0° Allowed = 0.133" MAX HORIZ. LL DEFL = 0.040' @ 33'- 6.5' MAX HOAIZ, TL DEFL = 0.065" @ 33'- 6.5' 11-11-11 9-02-10 12-09-11 1' NOTE:Design assumes moisture content does 5-01 4-08-11 2-02 5-00-05 4-02-05 3-00 4-08.11 5-01 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 10-00 Support top chord at joint 5 and 7 10-00 system and components and cladding criteria. 7 12 12 Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • 9.00 V M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 Q 9.00 load duration factor=1.6, e M-3x8 6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1,5x3 .N. Z. • 0 0 o M-3x5 M-3x8 8.25" M-3x8 M-3x5 0 M-5x6(S) ), y y y y J, y 9-07-15 7-04-01 7-04-01 9-07-15 y y 1-00 34-00 1-00 JOB NAME : 3413-0 POLYGON NW - C7 Scale: 0.1709 `5‹<'' �oF�ss/a WARNINGS: GENERAL NOTES,unless otherwise noted: �t[J� ' rrh�r 11 I 'v 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 >.00�7G e$P E 1.-- Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper ,e"'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 et 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 �' ' DATE: 10/24/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)andMr drywall C. / Q P ty g 3.29 Impact bridging orlateral bracing required where shown++ OREGON Pi4.Na load should be applied to any component until after all bracing and 4.Installation of truss les SEQ. : 6095452the responsidlity of the respective contractor. 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, / +� 2r�D" design loads be applied to any component and are for"dry condition"of use. TRANS I D: 411009 5.ConpmTrea has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 �P fabrication,handling,shipment and Installation of components. necessary. 4f. JR` ,� 5.This design is furnished subject to the Imitations set forth 7.Designlatesassumes adequateatedon drainage is rose,and '�/ rL-1 IIIIII VIII VIII VIII VIII VIII VIII III IIII by 8.Plates shall be located both faces of buss, placed so their center TPINVICA in BCSi,copies of which will be furnished upon request. 9.Digits Incate slze oflines coincide with joint centIn inches. er lines.MITek USA,Inc./CompuTrus Software 7.8.6(11..)-E 10.For basic connector piatetdesign values see ESR-1311,ESR-1688(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 88 2.11=(•291) 1505 3.11=(-219) 211 SPACED 24.0' 0.C. 2- 3=(•1942) 492 11-12=(•274) 1698 11. 4=(.122) 659 WE: 2x4 KDDF S1ANDR 3- 4=(-1720) 474 12-13=(•274) 1698 11- 5=(-596) 183 WEBS: 2x4 KDDF STAND LOADING 4. 5=(-1300) 440 13. 9=(-339) 1432 12- 5=( 0) 343 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 7=(-1301) 453 5.13=(-594) 162 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 7=( 0) 0 7.13=(-106) 658 TOTAL LOAD = 42.0 PSF 7. 8=)-1720) 494 13. 8=(-218) 199 8. 9=(-1942) 510 NOTE: 2x4 BRACING AT 24'OC UON, FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOOCATIOONSS -24REACTIONS 0/ 1542V -19REACTIONS 196H 5I50' 2.47ZE 4N KODFP(C625) Connector plate prefix designators: 34'- 0.0' -260/ 1642V 0/ OH 5.50" 2.47 KDDF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ' M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 paf) uplift at 24 'in 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 LL DEFL = -0.079" @ 17'- 0.0' Allowed = 1.654" MAX TL CREEP DEFL = -0.159" @ 17'- 0.0" Allowed = 2.208' MAX LL DEFL = -0.002' @ 35'- 0.0' Allowed = 0,100' MAX TL CREEP DEFL = -0.003' @ 35'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.040" @ 33'- 6.5' MAX HORIZ. TL DEFL = 0.065' @ 33'- 6.5" 9-11-11 13-02-10 10-09-11 NOTE:Design assumes moisture content does f f '( f not exceed 19% at time of manufacture. T 5-01 - 4-10-11 T 7-00-05 T 6-02-05 T 0f 4-08-11 1 T 5 5-01 . Design conforms to main windforce-resisting system and components and cladding criteria. • 10-00 f Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-3x8load duration factor=1.6, 9,00 V .. Q 9.00 Trinuss thedplaneed offor thewind trussoads only. M-1.5x3 N/M.13X3 + + (o o s, 51 1q 3 0 -Y o o M-3x5 M 3x8 0.25" M-3x8 M-3x5 8 M-5x6(S) J.' y 1. y ). J, y 9-07-15 7-04-01 7-04-01 9-07-15 y y 1-00 34-00 1-00 '<0�EO PRUp JOB NAME : 3413-D POLYGON NW - C8 Scale: 0.1843Ca NANiA21, ti 44, /21 49, WARNINGS: GENERAL NOTES,unless otherwise noted: :4' ! VIII IIII TI1l.s Cosign preparea Tram compuf.er- Input. uy PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1,15 (Non•Rep) 1. 2=( 0) 68 2.14=(-330) 2274 3.14=( -88) 122 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2. 3=(-3056) 534 14.15=(-298) 2304 14- 4=( -108) 46 3. 4=(-2942) 538 15.16=(•550) 3684 4-15=1 -50) 266 LOADING 4- 5=(-2790) 564 16.17=(-726) 4466 15- 5=( -212) 1254 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD ' 32.0 PSF 5- 6=( 0) 0 17-18'(•916) 5088 15- 7=(-1836 388 BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2318) 478 18-12=(-938) 4966 7.16=1 -136) 1030 TOTAL LOAD = 42.0 PSF 7- 8=)-4120) 814 16- 8=) -724) 278 8- 6.(-4666) 1008 8-17= -422) 766 NOTE: 2x4 BRACING AT 24"OC UON, FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-5558) 1190 9.17=( -424) 2114 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 28'. 0.0' TO 34'- 0.0' V 10.11=(-6550) 1362 17.10=(-1488) 422 11.12=(-6616) 1346 10-18=( -544) 2320 ADDL: TC CONC LL+DL= 598.0 LBS @ 26'- 0.0" 12-13=( 0) 68 18-11=( -68) 372 OVERHANGS: 12.0' 12.0" ADDL: BC CONC LL+DL= 3025.0 LBS 9 27'- 6.0" M-3x4 where shown; Jts:2,4,7.8,10,14 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LIVE LOAD AT IOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0,0" -406/ 2254V -157/ 157H 5.50" 3.61 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 34'- 0.0' -977/ 4753V 0/ OH 5.50" 7.60 KDDF ( 625) ,� ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: ;COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.] 9' oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = •0.001' @ -1'- 0.0" Allowed = 0.133" **HANGER BY OTHERS TO APPLY MAX LI DEFL = 0.064" @ 20'- 0.8" Allowed = 1.654" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = •0.203" @ 20'- 0.8' Allowed = 2,206' MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = •0.001' @ 35'- 0.0" Allowed . 0.133" MAX HORIZ. LL DEFL = -0.021" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.052" @ 33'- 6.5' 8-09-11 17-02-10 7-11-11 f NOTE:Design assumes moisture content does 3-04-14 3-01-06 1 , -00T 5-01- 09 6-01-09 5-11-09 1-05-073-01-06 3-04-14 not exceed 19% at time of manufacture. 1103- 7I f T T Design conforms to main windforce-resisting 8-00 system and components and cladding criteria. 12 M 4x•. 598# Wind: 140 mph, h=22.5ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 / 7 e Q 9 00 load duration factor=1,6, y ads w e inTruthe ss dplane eofd tthe or wtruss ind oonly. g. 0 M-1.5x3 + / M-1.5x3 1 0 0 -- 4,,z_ Y rano VIP, r C 15 a o M-3x814 1 .25" 17 18 N3 o M-3x8 M-7x8 M-3x8 o M-7x8(S) (S) y ,k).3025# y y y y y y 6-02-12 1-05-03 9-04-01 9-04-01 1-05-03 6-02-12 J 1-00 34-00 1-00 JOB NAME : 3413-D POLYGON NW - C9 Scale: 0.1843 ',:` 1401(1]Open JOB WARNINGS: GENERAL NOTES,unless otherwise noted: �t1,/� 9pp2 1 1 I 1.Builder and erection contractor should be advised deli General Notes 1.This design Is based only upon the parameters shown end Is for an Individual > (WE 1" Truss: C9 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 construction2.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 by414.01. CC DATE: 10/24/2014 the overeR structure Is the responsibility of the buildingdesigner. continuous sheathing such as acing d shed ng(TC)and/or drywall(BC). Po b 9 3.In Impact bridging or the re ponsngry of the whshown t+ -�� OREGONk e.-- SEQ. : 4 4.No load should be applied to any component until attar all bracing and 4.Installation of truss is the responsibility of the respective contractor. 6095454 fasteners are complete end at no time should any beds greater than 5.Design assumes trusses are to be used In a non-corrosIve environment, design loads be applied to any component. and are for"dry condition'of use. / ). (� TRANS I D: 411009 5.CompuTrus has no control over and assumes no reeponelbiNty for the 6.Design assumes hill beefing at all supports shown.Shim or wedge H v 1 4 2 ti nfabrication,handling,shipment and installation of components. Design es. ��PI`i 7.Design b el adequate drainage Is purses,e L (VIII II II VIII VIII VIII ILII VIII IIII IIII 6.This design Is furnished subject to the amitatirns set forth by Plates shall be located on both feces of trues,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. does coincide with Joint center ones. Milt*USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.FForrO. its basic cote size rplate design valinches. es see ESR-1311,ESR-1966(MlTek) EXPIRES:12/31/2015 This design prepared from computer input by 111111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF A16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2.8=(-37) 81 6-5=( 0) 18 SPACED 24.0. O.C. 2.3=(-177) 0 5-7=(-85) 177 5.3=( 0) 63 BC: 2x4 KODF IM ND 3-4=( -33) 49 3-7=(-180) 86 WEBS: 2x4 KDOF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD o 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 4 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 361V -37/ 118H 5.50" 0.58 KDOF ( 625 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -156/ 122V 0/ OH 1.50' 0.19 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' 01 101V 0/ OH 5.50' 0.16 .KDOF ( 625) C,CN,CI8,CN18 (or no prefix)) . CoaCompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IBC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 Osf) uplift at 24 "oc spacino.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, 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 a -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.012" @ 2'- 3.8" Allowed = 0.170" 3-11-11 f MAX TL CREEP DEFL = .0.022' @ 2'- 3.8' Allowed = 0.226' MAX LL DEFL = 0.000' @ 6'- 10.2' Allowed = 0.178" MAX BC PANEL TL DEFL = -0.035" @ 4'- 0,9' Allowed = 0.216" 12 MAX HORIZ. LL DEFL = 0.013' @ 6'- 10.2" 9.00 MAX HORIZ. TL DEFL = 0.018' @ 6'- 10.2' NOTE:Design assumes moisture content does �A not exceed 19% at time of manufacture. M-4x6 o Design conforms to main windforce"resisting osystem and components and cladding criteria. �� cr 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, A:MIIIIIIIIIIIIIIIImm.------8 Truss designed for wind loads �' in the plane of the truss only. o M-3x4 01111 0 4 0 m v o/- 0 M3-3x4 M-3x4 M-3x5 y yy y J, 2-03-12 0-01-12 4-04-12 1-01-12 y i, y 1-00 2-05-08 8-00 5-06-08 IPROVIDE FULL BEARING:Jts:2.4.7] A c,0 PR Ope JOB NAME: 3413-D POLYGON NW - CJ2 Scale: 0.5501 /5151 ��' -10/241Irl' 1" WARNINGS: GENERAL NOTES,unless othandse noted: :92$•P E f r+ 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradnp must be installed where shown+. incorporation of component is the reaponsiblaty of the building designer. mpr2.Design assumes the top and bottom chants to be laterally braced at 3.Additional temporary bracing to Insure etabilty during construction 2•o.c.and at 10'o.c.respectively unless braced throughout their lenngptthh by ,,.5��. - �, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheathing(TC)and/or drywail(BC). DATE: 10/24/2014 the overall structure is the responsibility of the building designer. 3.20Impact bridging or lateral bracing required where shown++ '37� OREGON"r� <!✓' 4.No load should be applied to any component until after ea bracing and 4.Installation of truss la the responsibility of the respective contractor '44' 1 4 � SEQ. : 609545 5 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 eppaed to any component. and are for"dry condition"of use. {iQ` 8.Design assumes full bearing at all supports shown.Shim or wedge If i � y�� V TRANS I D: 411009 5.CompuTrus has no control over and assumes no responsibility for the necessary. Fl • 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 e.Plates shall be located on both faces of truss,and placed so their center 11111111111 ILII1111111111 11111 11111I�11 IIII MITpI/WTCA eUSA,nSCSI,copies of lnc./C mpuTru ich will be furnishedSoftware .6.6(1Z request. s. 10 lines coincide oraplate joint designnter values sea ESR-1311,E5�1a55(MiTek) EXP.IRES:12/3112015 111111101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 88 2.6=(-107) 173 6.5=( 0) 18 BC: 2x4 KDDF A16BTR SPACED 24,0" O.C. WEBS: 2x4 KDDF STAND; 2-3=(-283) 48 5.7=(•241) 384 5-3=( 0) 66 3.4=( .73) 69 3-7=(•390) 245 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT <= 12'OC. UON. 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 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 26 PSF Ground Snow (Pg) 0'- 0.0" -31/ 419V -55/ 165H 5.50' 0.67 KDDF 625) OVERHANGS: 12.0" 0,0" LL 5'- 10.9' -129/ 137V 0/ OH 1.50' 0.22 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,CI8,0818 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, M,M20HS,M18HS,M18 = MiTek MT series ICOND, 2: Design checked for net(-5 Osf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 5-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.030" @ 2'- 3.8' Allowed = 0.270" 1' MAX TL CREEP DEFL = •0.044" @ 2'- 3.8' Allowed = 0.359" MAX LL DEFL = 0.000' @ 6'- 10.2' Allowed = 0.078' MAX TL CREEP QEFL = 0.000" @ 6'• 10.2" Allowed = 0.105' 12 9.00 I . 4( MAX HORIZ. TL DEFL = 0,038" @ 6'- 10.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. NI-o Design conforms to main windforce-resisting system and components and cladding criteria. 0 M-4x6 Wind: 140 mph, h=21.4ft, TCOL=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 cpAll ................._ in the plane of the truss only. ,......___ cu 7 E� -/ O 0 o M-3x4 0 -R o c M6-3x4 1 M-3x4 M-3x5 J, yy y y 2-03-12 0-01-12 4-04-12 1-01-12 1 y y y 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING:Jts:2,4,71 JOB NAME : 3413-D POLYGON NW - CJ3 ����� PROFFty Scale: 0.4744 5 G1 s/� WARNINGS; GENERAL NOTES,unless otherwise noted: pig 1.Builder and erection contredor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual "9`2 P E g" Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY L J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 DATE: 10/24/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheething(TC)and/or drywall C. : 9 9 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.Design on of truss Is the responsibility of the respective contractor. lir ,s OREGON� SEQ. : 6095456 fasteners are complete and et no time should any bade greater than 5.Design assumes trusses are to be used In a non-corrosive environment, "7 ih TRANS I D' 411009 design loads be applied to any component. and are for"dry condition"of S.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. necessary. ��1�I. ly 8.This design Is furnished subject to the Imitations set forth 7.Designlateshallb assumesladequate one otdrhi faces is fprovided. '✓/�"^L*�r�`t 4 V I MILLI VIII VIII VIII VIII VIII VIII ILII ILII TPIANTCA in BCSI,copies of which will be furnished upon quest. 9.Plates coincide with jolnf center Snes of truss,and placed sa their center r7 4 MiTek USA,Ina/CompuTrus Software 7.8.6(1 L)-Z 10.FForits basicconnector plcate size of atete in inches. design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #15BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 68 2.6=(-216) 287 6.5=( 0) 18 BC: 2x4 KDDF #158TH SPACED 24.0" O.C. 2.3=(-389) 90 5.7=(•483) 637 5-3=( 0) 69 3.4=(•119) 95 3.7=(-648) 491 WEBS: 2X4 KDDF S1ANDR; LOADING 2x4 KDDF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'• 0.0" -471 460V -74/ 213H 5.50' 0.74 KDDF ( 625) 25 PSF Ground Snow (Pg) 8'- 10.2' •12/ 184V 0/ OH 5.50' 0.29 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 7'- 11.7' -98/ 184V 01 OH 1.50' 0.26 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CNIH (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Desitin checked for net(-5 pati uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF 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" 7-11-11 MAX LL DEFL = 0.047' @ 2'- 3.8' Allowed = 0.354" T 1' MAX TL CREEP DEFL = •0.058' @ 2'- 3.8" Allowed = 0.472' -/ MAX HORIZ. LL DEFL = -0.048' @ 6'- 10.2' 0 MAX HORIZ. TL DEFL = 0.052' @ 6'- 10.2' NO7E:Design assumes moisture content does not exceed 19s at time of manufacture, 12 Design conforms to main windforce-resisting 9.00 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), 4 load duration factor=l.6, Truss designed for wind loads a in the plane of the truss only. u, M-4x6 1ma--- r.4:7 M7 ...:='"'-3x4 a ---- _, c ,L Mzil 113x4 M-3x4 M-3x5 y 2-03-12 0-011 I -12 4-04-12 1-01-12 * 1 " I 1-00 2-05-08 8-00 5-06-08 IPROVIDE FULL BEARING:Jts:2.7.41 0 PR oxfiss JOB NAME : 3413-D POLYGON NW - CJ4 Scale: 0.4046tif nl 7 4., WARNINGS: GENERAL NOTES,unless otherwise noted: CC '920P 1.Builder and erection contractor should be advised of aN General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: CJ 4and Warnings before construction commences. building component.Applicability of design parameters and proper die..." ,.." 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibltty of the bulking designer. 3.Additional re bracingto insure stability duringsonata dlon 2.Design assumes the top and bottom chords to be laterally braced at temporaryty DES. BY: LJ Is the reaponelMNty 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 drywat(eC), ue QREGON b r DATE: 10/24/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after at bracing and 4.Inoteaation of truss is the responsibility of the respective contractor. S EQ. : 6095457 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, �P.' �e '14 �\ design loads be applied to any component. and are for"dry condition"of use. ��. 8.Design assumes full bearing at all supporta shown.Shim or wedge If L:ty TRANS ID: 411009 5.CompuTrus has no control over and assumes no responsibility for the necessary. `r7 R{;�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. • 6.This design Is furnished subject to the NMtaaons set forth by 8.Plates shell be located on both faces abyss,and placed so their center Ones IIIIII 11111 11111 1111 11111 11111 11111 IIII IIII MiTek USA,lnain SCompuTrus I,copies of (Software 7.6.6(1 L)-Z request. ill..Digits For beaicicon of design values see ESR-1311,ESR-1988(MiTek) EXP.IRES:12/31/2015 • 1111 1111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-7=(-172) 246 7-6=( 0) 18 BC: 2x4 KDDF #188TR SPACED 24,0" O.C. 2.3=(-341) 71 6.8=(-385) 546 6-3=( 0) 68 WEBS: 2x4 KDDF #18BTR; 3.4=(-215) 181 3-8=(-555) 391 2x4 KDDF STAND A LOADING 4.5=1 -90) 39 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 BC LATERAL SUPPORT <= 12"0C, UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -38/ 441V -93/ 263H 5.50" 0.71 KDDF ( 625) Connector pplate prefix designators: 6'- 10.2' -4/ 165V 0/ OH 5.50" 0.26 KDDF ( 625) CnnecorCp8 (or no prefix) = orspuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -215/ 357V 0/ OH 1.50' 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 9'- 11.7" -22/ 12V 0/ OH 1.50' 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 asf) uplift at 24 "oc spacing.' 9.11.11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. T f 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 = 0,037' @ 2'- 3.8" Allowed = 0.354" ii MAX TL CREEP DEFL = -0.049" @ 2'- 3.8" Allowed = 0.472' MAX HORIZ. LL DEFL = -0.039" @ 6'- 10,2" MAX HORIZ. TL DEFL = 0.044' @ 6'- 10,2' 12 V NOTE:Design assumes moisture content does 9.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting c system end components and cladding criteria. o Wind: 140 mph, h=22,9ft, TCDl=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 Ai'- , 8 M-3x4 v cp f��m O 1M-3x4 M13x4 M-3x5 y yy J, y 2-03-120-01-12 4-04-12 1-01-12 ) L- iy 1-00j, 2-05-08 7-06-03 , y 8-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,8.4.51 OD ott JOB NAME : 3413-D POLYGON NW - CJ5 Scale: 0,3443 ti4'",,,,tdGp�V)R'fi7O�C7tQ`�`9/ WARNINGS: GENERAL NOTES,unless otherwise noted: .4.51x:924 1 117! 14. 1.Builder and erection contractor should be advised of ed General Notes 1.This design is based only upon the parameters shown and Is for an Individual P E _•+ 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 etabiaty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJIs the responsibility of the erector.Additional 2'de.and at 10'o,c,respectively unless braced throughout their length by 1 permanent bredng of continuous sheathing such as plywood Ing(TC)and/ordrywali(BC). /:`! '. ' DATE: 10/24/2014 the overall structure le the responsibility of the building designer, 3.2x Impact bridging or lateral bredng requiredaired where shown++ al C 4.No load should be applied to any component until after ell bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'js OREGON :(j' SEQ. : 6095458 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �♦h TRANS I D: 411009 design loads be applied to any component and are for"dry condition"of use. / i 4 2p 'E' 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 tL. fabrication,handling,shipment and installation of components. necessary. drainage is p RIO- 7. f 6.This design Is furnished subject to the Irritations set forth by 9Planes shall be locaten assumes donboth faces of truss,and placed so their center 111101111111111111 M TeTPIk SA A nine/ColnpuT s SCSI,copies of ISoNw re 7.6.9(1 L)_Z ch van be furnished upon request 1lines coincide with joint center lines. 0 Four baindicate ic coon of values see ESR-1311,ESR-1969(MITeIQ EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF M1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 68 2.7=(-155) 250 7.6=( 0) 18 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=(-338) 68 6.8=(•349) 555 6.3=( 0) 68 3-4=(•287) 249 3.8=(-565) 355 WEBS: 2x4 KDDF #1&BTR; LOADING 4.5=(-104) 47 2x4 KDDF STAND A 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 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -37/ 439V •112/ 316H 5.50' 0.70 KDDF ( 625) 6'- 10,2' -7/ 165V 0/ OH 5.50 0.26 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" •239/ 384V 0/ OH 1.50" 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7' •54/ 87V 0/ OH 1.50' 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 Poll uplift at 24 'oC slicing.! 11 11.11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed . 0.100" -1 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.035" @ 2'- 3.8" Allowed = 0.354" ,, MAX TL CREEP DEFL •0.049' @ 2'- 3.8' Allowed 0,472" MAX HORIZ. LL DEFL = 0.037' @ 6'- 10.2' MAX HORIZ. TL DEFL = 0.045" @ 6'- 10.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 9 00 system and components and cladding criteria. o Wind: 140 mph, h=23.7ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=l.6, w Truss designed for wind loads in the plane of the truss only. M-4x6 � T- o �M o M-3x4 �31 0 o M-3x4 M73x4 M-3x5 y0012 1 1 2-03-12- 111 4-04-12 1-01-12 1, 1 1 1 1-001 2-05-08 9-06-03 ), 1 8-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.8.4,51 ��n O P R Oj JOB NAME : 3413-D POLYGON NW - CJ6 Scale: 0.3035 `5 tJGI /40 4,, /0/21/171 p - WARNINGS: GENERAL NOTES,unless otherwise noted: �' !92*®F E 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 ✓ Truss: CJ 6 and Warnings before construction commences. bulking component.Applicability of design parameters and proper 2.7x4 compression web brednp must be Installed where shown 0. incorporation of component is the responsibility of the bulking designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4041 mpo2'o.c.end at 10'o.c.respecllvely unless braced Ihroughoul their length by �-la DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaR(eC). DATE: 10/24/2014 the overall structure Is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ �(��G()N �(�, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4)."1,.,..741" S EQ. : 60954595.Desi n assumes trusses are lobe used In a non-corrosive environment, �'� } 1 '41:':‘ �-E- fasteners are complete and et no time should any loads greater then gf. design bads be applied to any component end ere for"dry condition"of use. 6.Design assumes tui bearing at all supports shown.Shim or wedge if p 1 TRANS I D: 411009 5.CompuTrus has no control over and assumes no responsibility for thenecessary. tri R�:4 t!" • fabdcaton,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 feces of truss,and placed so their center 111111111111111111111111111111111111111111111 MTek USACA'nBCSI,copies of ina/CompuT 9 which $oitWere 7m6 g(1 L upon request. (or coincide Fiof conaorpla design values see ESR-1311,ESR-1988(MITek) • EXPIRES:12/31/2015 11IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC - LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.5' IBC 2012 MAX MEMBER FORCES 4WR/0DF/Cq=1.00 TC: 2x4 KODF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-205) 600 6-3=( 0) 237 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(.688) 129 6.7=(-209) 594 3.7=(-657) 185 • WEBS: 2x4 KDDF STAND 3.4=( -91) 84 7-4=(-133) 107 LOADING 4.5=1 -7) 3 IC 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES ) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -74/ 569V -43/ 124H 5.50" 0.91 KDDF ( 625) M-1.5x4 or equal at non-structural 10'- 6.5' -52/ 442V 0/ OH 5.50' 0.71 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9 - 10069. 2: Design checked for net)-5 psf) uplift at 24 'oc spacin0,I C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT aeries 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 = -0.013" @ 5'- 8.1" Allowed = 0.481" MAX TL CREEP DEFL = -0.027" @ 5'- 8.1" Allowed = 0.642' 5-09-14 4-04-14 0-03-12 MAX HORIZ, LL DEFL = 0.004" @ 10'- 1.0' T i' '1 T MAX HORIZ. TL DEFL = 0.007" @ 10'- 1.0' 12 4.00 O M-1.5x3 NOTE:Design assumes moisture content does 5 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting I system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M 3x4 0.444441111 load duration factor=1,6, Truss designed for wind loads o in the plane of the truss only. o C; _....aillIlIlligilldlgllIlIlIlilililli...._ - p 2i- 6 ►zaii7 -/ M-3x4 M-1.5x3 M-3x4 J,. y y 5-08-02 4-10-06 y i. y 1-00 10-06-08 JOB NAME : 3413-0 POLYGON NW - D1 Scale: 0.4e15 `���� G11 PRQFe6(.94 WARNINGS: GENERAL NOTES,unless otherwise noted: �r ig /171 '-Sy 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 . t9 92 0 O P E t' Truss: D1 end Warnings before construction commences. building component.Applicability of design parameters and proper sO4. 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 conatructlon 2.Design assumes the top and bottom chords to be laterally braced at raasst► DES. BY: LJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �.r, .DATEDATE: 10/24/2014 responsibilitybuilding e continuous sheathing such as plywood sheathing(TC)ng(TC)and/or drywall(ec. Vim"' the overall structure la the res nsibili of the designer. 3.2x Impact bridging or lateral bracing required where shown*+ CC 4.No load should be applied to any component until aver as bracing and 4.Installation of trues Is the responsibility of the respective contractor. OREGON , SEQ. : 6095461 fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used Inc non-corrosive environment, L. �' - TRANS I D: 411009 design loads be applied to any component, "of use. B.Design assumesand are for lucoll bearing at all supports shown,Shim or wedge If ��i✓ 14 Z0� � 5.CompuTrus has no control over and assumes no responsibility for the necessary. I�+� r_ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. "'�A'R'♦t-,� 8.This design Is furnished subject to the anitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center IN II I VIII VIII VIII VIII VIII III IIIITPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. B.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-1688(Welt) EXPIRES;12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(.205) 600 6-3=) 0) 237 BC: 2x4 KDDF N1GBTR SPACED 24.0" O.C. 2.33_( 688) 12989 6-7=(-209) 594 3:7_(_657) 107 185 WEBS: 2x4 KDDF STAND LOADING 4.5=( -7) 3 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -74/ 569V .43/ 1240 5.50' 0.91 KDDF ( 625) Connector plate prefix designators: 10'• 6.5' -52/ 442V 0/ OH 5.50" 0.71 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2; Design checked for net(-5 psi) 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 = -0.013" @ 5'- 8.1' Allowed = 0.481' MAX TL CREEP DEFL = -0.027" @ 5'- 8.1" Allowed = 0.642' MAX HORIZ, LL DEFL = 0.004" @ 10'- 1.0' 5-09-14 4-04-14 0-03-12 MAX HORIZ. TL DEFL = 0.007' @ 10'- 1.0' NOTE:Design assumes moisture content does 4.00f7 M-1.5x3 6 not exceed 19's at time of manufacture. Design conforms to main windforce-resisting m system and components and cladding criteria. Y Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M•3x4 Truss designed for wind loads in the plane of the truss only. N O c lir U-) = OO ^ x lie 02 g ►�7 -/ M-3x4 M-1.5x3 M-3x4 1, y y 5-08-02 4-10-06 1, y i' 1-00 10-06-08 c OD PROpee, JOB NAME : 3413-0 POLYGON NW - D2 Scale: 0.4725 nl '��' WARNINGS: GENERAL NOTES,unless otherwise noted: ; 1),g,*.*PE E 9r,. 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual / Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper Jp�.� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the b i ng designer. ,P` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterallybraced at Off' 2'o.c.and at 10'o.c.respectively unless braced throughout their IenQth by .✓""/see, DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC). Q"" DATE: 10/24/2014 the overall structure is the responsibmly of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON p Ai. 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. SEQ. : 6095462 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in anon corrosive environment, / .�k rtd, .,1t" design loads be applied to any component. and are for"dry condition"of use. } 14 G• ty,i- TRAN S I D: 41100 9 5.CompuTrus to us see no control over and assumes no reaponslGNty for the 6.Design s assumes full bearing at all supports shown.Shim or wedge if pp p Qyf fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. n R I L\- S.This design is furnished subject to the Irritations sat forth by e.Plates shall be located on both faces of truss,end placed so their center - 111111 VIII VIII VIII VIII VIII VIII IIII IIIIMTPINVTCA In SC ,copies ofITc USA,lnCB/CompuT B which SofMrere 7.6.6(1 Lwill be furnished )of request. Ines coincide indicate aetbaconnector plate designvalues see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1,15 1-2=) 0) 36 2.5=(-48) 63 3.5=(-239) 169 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2.3=(-98) 82 WEBS: 2x4 KDDF STAND 3.4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <o 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES) OVERHANGS: 12.0" 0,0' MIN. 0.0' -68/ 462V -311 90H 5.50" 0.74 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 8.5" -37/ 316V 0/ OH 5.50" 0.50 KDOF ( 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 nett-5 pail uplift at 24 woo 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" 7-04-12 MAX TC PANEL LL DEFL = -0.225" @ 3'- 10.9' Allowed = 0.452° T 0 3 1 2 MAX TC PANEL TL DEFL = -0.301" @ 3'- 10.9' Allowed = 0,678" 12 MAX HORIZ. LL DEFL = 0.001' @ 7'- 4.7' 4.001 - MAX HORIZ. TL DEFL = 0.001' @ 7'- 4.7" NOTE:Design assumes moisture content does M-1.5x3 4 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ME system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, w Truss designed for wind loads in the plane of the truss only. 0 GV u'1 r/- 0 PPP 0 2� III..- II5 M-3x4 M-1.5x3 y J, ), 7-04-12 0-03-12 y y k 1-00 7-08-08 JOB NAME : 3413-D POLYGON NW - D3Sale. 0.5617 �.��� pNAG PR°Pe., WARNINGS: GENERAL NOTES,unless otherwise noted: 4t!.7 /0/2I f -r_ 0 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 + /PE Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be instated where shown+• Incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterallybraced a DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 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 ' ,,, the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)andlor drywail(BC. / DATE: 10/24/2014 P b g 3.to Impact bridging or lateral bracing required where shown++ ^�� ,FOREGON AL- SEQ. : [4 4.No load should be applied to any component until after lig bracing and 4.Installation of truss is the responsibility of the respective contractor. 6095463 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, 2��Pi- design loads be applied to any component. and are for"dry condition"of use. - ,/ TRANS I D: 411009 S.Design assumes full bearing at at supports shown.Shim or wedge if a 14 CompuTrus has no control over and assumes no responsibility for the necessary. �+. + fabdcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ltd P 13`tyy,. 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 IIIIIIIi11011ll1IIIII0IIIIIIIIIIIIIIIIIIMITekUSA,lnc..//CD puT siSoftw e7.6.6(1LEnrequeaICA In BCI,copies of whch will be furnished L 10 For basic connecos coincide with nnector edesign values sea ESR-1311.ESR-1g55t4iTek) int center lines. 0.Digits indicate size of plate In inches. EXPIRES:12/31/2015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2.5=(-48) 63 3.5=(-240) 171 BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 3.4_1.100) 84 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRO REQUIRED FIG AREA TOP CHORD 2.. 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -67/ 461V -31/ 91H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 8.5' -37/ 316V 0/ OH 5.50' 0.51 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Desian checked for net(-5ysf) uplift at 24 "00 soaoing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" 8 -1'- 0.0' Allowed . 0.100" M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TO PANEL LL DEFL = -0.223' @ 3'- 10.9" Allowed = 0.452" 7-04-12 0-03-12 3 MAX TO PANEL TL DEFL = .0.298" @ 3'- 10.9" Allowed = 0.678' MAX HORIZ. LL DEFL = 0.001' @ 7'. 4.7" 12 MAX HORIZ, TL DEFL = 0.001' @ 7'- 4.7' 4.00 v NOTE:Design assumes moisture content does M-1.5x3 not exceed 19+s at time of manufacture. -/ Design conforms to main windforce-resisting system and components and cladding criteria. Y Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads a in the plane of the truss only. 0 Cd u7 TL '7,/-cp .IIIIIIIIIIr _ O 2 ►�6 M 3x4 M-1.5x3 y ), 7-04-12 0-03-12 ), y i' 1-00 7-08-08 ,,i1`t 53 PROxES1 JOB NAME : 3413-D POLYGON NW - D4 Scale: 0.5667 ' n2 tka`1� 5�0 y WARNINGS: GENERAL NOTES,unless otherwise noted: ,, 2 '�, P C L 1.Builder and erection contractor should be advised of all General Notes 1.TMs design is based only upon the parameters shown and is for an Individual Truss: D4 and Warnings before construction commences, bulldog component.Applicability of design parameters and proper 2.2x4 compression web bredng must be instated where shown+. Incorporation of component Is the responslbllty of the building designer. ^" 3.Additional temporary bracing to Insure stabilty during contraction 2.Design assumes the tap and bottom chords to be laterally braced et 2'o.c.end at 10'o.c.respectively unless braced throughout their lengQth by ,..',311r1a., DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(eC). DATE: 10/24/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ OREGON t,4.No load should be spirted to any component until after at bradog and 4.Installation of truss is the responsibility of the respective contractor. "3 AJC A. SEQ. E: 6095464 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon non-corrosive environment, �y design bade be applied to any component. and are Por"dry condition"of use. t,! 14 Q'• TRANS I D: 411009 8.Desian assumes fullbeating at at supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessarr. ilf • 11.�- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 6.Plates shat be located on both faces of truss,end placed so their center lines ncide with joint center Ines. IIIIII 11111 VIII VIII 11111 VIII VIII III)IIII MTe SAI^BCSI,copies of Ina/CompuTrus which Softw a 7.6.6(1 L)E request. es. 10 For basic coote size nnectorof plplate design values see ESR-1311,ESR-1998(Welt) Digits EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared Trom computer input Dy PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 68 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-1) 76 , TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG 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" -62/ 287V .19/ 72H 5.50' 0.46 KDDF 625) 1'- 10,9' -150/ 157V 0/ OH 1.50' 0.25 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 HOOF ( 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 gsfl 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 TC PANEL LL DEFL = 0.003" @ 1'- 0,0' Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006' @ 1'- 1.5' Allowed = 0,184' MAX BC PANEL LL DEFL = 0,012' @ 3'- 6.6' Allowed = 0.354' MAX BC PANEL TL DEFL = .0,078" @ 4'- 4.8' Allowed = 0.472' 1-11-11 MAX HORIZ. LL DEFL = -0,000" @ 1'. 10.9' MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=19,9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, load duration'factorEncloa;d8 Cat.2, Exp.B, MWFRS(Dir), 9,00 V -/ Truss designed for wind loads in the plane of the truss only. I; co 0 0 o T ,-/- 4 o _ o �4 M-3x4 y y ), 1-00 •:t r 8-00 JOB NAME : 3413-0 POLYGON NW - J1 Scale: 0.6001 +<(... G0PROx 4i9 WARNINGS: GENERAL NOTES,unlessth oerwise noted: CI /n/Z� l!- I' 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an individual 792 0 P E Truss: J1 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. ,r 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 is the responsibility of the erector.Additional permanent bredn of 2'0.0.and at to'o.c.respectively unless braced throughout their length by Po h' P g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -4-174)4.411:712^ 9 DATE: 10/24/2014 the overall structure is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown++ 4.No load should be appeed to any component until alter all braving and 4.Installation of truss is the responsibility of the respective contractor. -'fr OREGON SEQ. : 6095465 fasteners ere complete and at no lime should any loads greater then 5.Design assumes trusses ere to be used In a non-corrosive environment, Lf 'J, \� A. design loads be applied to any component and are for"dry condition"of use. 4 �'•� TRANS I D: 411009 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, necessary. 41 /:1 1' 'R R`Lk- shipment and installation of components. 7,Design assumes adequate drainage ie provided. rl r 1- 8.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I IIIIII IN VIII 111111 VIII IIID IIII IIII TPIANTCA in BCSI,copies of which will be famished upon request. git coincide with joint tecenter Ines. B.Digits 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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-78) 80 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' -271 358V -37/ 118H 5.50' 0.57 KDDF ( 625) 3'- 10.9' -170/ 162V 0/ OH 1,50' 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 71V 0/ OH 5.50' 0.11 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 Osf] uplift at 24 "on asacina.1 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 = 0.178' MAX BC PANEL LL DEFL = -0.017' @ 3'- 6.8" Allowed = 0.354" 3-11-11 MAX TC PANEL TL DEFL = -0,032" @ 2'- 2,2" Allowed = 0.435' T f MAX BC PANEL TL DEFL = -0.116' @ 4'- 4.8' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' 12 MAX HORIZ, TL DEFL = 0.000' @ 3'- 10.9" 9.00NOTE:Design assumes moisture content does not exceed 19+4 at time of manufacture. 0 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, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), to load duration factor=1,6, 0 Truss designed for wind loads 4 in the plane of the truss only. cooi 0 ,-/- 4 /- 4 -f 0 M-3x4 y y 1-00 (PROVIDE FULL BEARING:Jts:2.3,41 8-00 Kt. op PROite80 JOB NAME : 3413-D POLYGON NW - J2 Scale: 0,5751 p44 %(ryj /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 92 P E �'- 1.Builder and erection contractor should be advised o1 a9 General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.21(4 compression web bracing must be installed where shown+, incorporation o ration of component is the responsibility of the building ddeel9 iter. 2.Design assumes the top and bottom chords to be laterally braced at - 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their le th by �.gair LO DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). y kt C' DATE: 10/24/2014 the overall structure Is the reeponsiblity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON v (f 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. q ... fib, l SEQ. : 6095466 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 2 ��'L design loads be applied to any component and are for"dry condition"of use. �) '11' 14 . " TRANS I D: 41100 9 5.CompuTrus has no control over and assumes no responsibility for the 8.nDeceassa assumes lull bearing at all supports shown.Shim or wedge If p fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. 4 r'1.F1 1` 6.This design Is furnished subject to the Irritations set forth by 5.Plates shell be located on both feces of truss,and placed so their canter 11111111111111111111 TPI/WTCA in BCSI,copies of which request. inith joint center Ines. M1Te USA,Inc./CompuTrus Software 7.8.8(1L)E or Iand neoaedsi4Fb ctorpltegvalues see ESR-1311,ESR-19a8(MITe10 EXPIRES 12131/2015 V(((III VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 68 2.4=(0) 0 BC: 2x4 KDDF #t&BTR SPACED 24,0" 0.C. 2.3=(-123) 107 TC LATERAL SUPPORT <c 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' -24/ 422V -55/ 165H 5.50' 0.68 KDDF ( 625) 5'- 10.9' -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 POE Ground Snow (Pg) 8'. 0.0' 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for nett-5 psfl uplift at 24 "oc spacing,) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078' 5-11-11 MAX TL CREEP DEFL = 0.000' @ 0'. 0.0" Allowed = 0.105' T MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472' MAX HORIZ. LL DEFL = -0.001" @ 5'. 10.9" 12 MAX HORIZ. TL DEFL -0.001" @ 5'- 10.9" 9.001Z NOTE:Design assumes moisture content does not exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), o load duration factor=1,6, c Truss designed tar wind loads in the plane of the truss only. 4 0 r� v o� o r►ao PEmo 4 M-3x4 1, /, 1-00 (PROVIDE FULL BEARING:Jta:2.3,41 8-00 JOB NAME : 3413-0 POLYGON NW - J3 Eo PROFS Scale: 0.5050 C.7••-, l� 1M,9WARNINGS: GENERAL NOTES,unless otherwise noted: <C. v.I�D]2.to 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 "32/ P �r. Truss: J3 and Warnings before construction commences. building component.Appllcabmty of design parameters and proper 2.244 compression web bracing must be Installed where shown+, Incorporation of component is the responsidety of the building dealpner. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design atl assumes the top and bottom chords to be laterally braced at is the responsibility 2'o.c,and at 10'o.c.respectively unless braced throughout their bn th DATE: 10/24/2014 p° titY of the erector.Additional permanent bracing of 9 )y the overall structure is the responsibility of the buildingdesigner. continuousxsheathing suchr as bracinggoe sheathing(TC)where s ownordrywell C, Q po h' l9 3.in Impact bridging or lateral required where shown++ 4.No load should be applied to any component until after as bracing and 4.Installation of truss la the responsibility of the respective contractor. - "J7 OREGON SEQ. : 6095467 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ii4•"` Oda TRANS I D: 411009 design loads be applied to any component. and are for"dry condition"of use. ' S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefing at as supports shown.Shim or wedge if 1 Q fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the Imitations set forth 7.Design assumes b el adequateatedo both drainage is f provided.e. 1-1 �, VIII(VIII VIII VIII VIII VIII VIII(III I'll TPIIWTCA In SCSI,copies of which will be furnished upon request. 8,lines coincide with jointcenter Inness of truss,end placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basifir.Digits c connectoe size rplf atete in des design values see ESR-1311,ESR-1888(MITei) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 68 2.4=(0) 0 BC: 2x4 KDDF 41&BTA BTR TC: 2x4 KDDF S1SPACED 24.0' O.C. 2.3=(-170) 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 BAG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -44/ 480V -74/ 2130 5.50' 0.77 KDDF ( 625) OVERHANGS: 12.0" 0.0" TOTAL LOAD 4 42.0 PSF 7'- 9.2• 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) Connector plate prefix designators: LL = 26 PSF Ground Snow (Pg) 7'- 11.7' -130/ 225V 01 OH 1.50' 0.36 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,N16 = MiTek MT aeries BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Desitin checked for net(-5 Daft uplift at 24 'oc spacing.) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 THE BOTTOM CHORD DEAD LOAD I8 A MINIMUM OF 10 PSF. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" 7-11-11f MAXMTC PANELCREEP DEFL = 0,456' @ 4'- 9,0" Allowed = 0,624' MAX IC PANEL TL DEFL = -0.487' @ 4'- 6.0' Allowed = 0.935' MAX HORIZ, LL DEF. _ -0.002' @ 7'- 10.9' '( MAX 00812. TL DEFL = -0,002" @ 7'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 9.00 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 o in the plane of the truss only. 4 0 8 0 'Al_ P14141.a.7.4 M-3x4 1-00 IPROVIDE FULL BEARING:Jts:2"4,3) 8-00 ((.:40PROFs JOB NAME: 3413-D POLYGON NW - J4 Scale: 0.4466 CI Pig5� WARNINGS: GENERAL NOTES,unless otherwise noted: .�' 92•e..P E 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 en Individual and Warnings before construction commences. bullring component.Applicability of design parameters and proper Truss: J 4 2.2x4 compression web bracing must be InataNed where shown+. Incorporation of component Is the responsibility of the building assigner. 3.Additional temporary bracing to Insure stab) duringconstruction 2.Design assumes the top and bosom chords to be letarelly breeed et stability 2'o.c.and at 10'am.respectively unless braced throughout their length by ,,,,, DES- BY LJ Is the responsibility of the erector.Addltlanal permanent bracing of continuous sheathing such as plywood sheatNng(TC)andlor drywal C). ARE GQN �,y- DATE: 10/24/2014 the overaN structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v+ W 4.No load should be appled to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. SEQ. : 6 09546 8 fasteners are complete end at no time should any bads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, IA 1r, 1, I rL��.�, design loads be applied to any component and are for"dry condition'of use. 6.Design assumes on bearing at all supports shown.Shim or wedge If Jl,'��y b 4 � TRANS I D: 41100 9 5.C to us has no control over and eumes no responsibility for theneceeaery. r 1 R fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design la furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 1111 VIII 1101 VIII VIII VIII VIII IIII IIII ITwhich furnished request.upon coincidelines MeRSA,Inc./CompuT s Software 776.6L)-E 10.A b o otn eoftIcher. doplades g values see ESR-1311,ESR-1986(MITep - EXPIRES:12/31/2015 IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF A18BTR SPACED 24.0' O.C. 2-3=(-254) 236 , 3-4=(-132) 54 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 SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0,0' -29/ 442V -93/ 262H 5.50' 0.71 KDDF ( 625) 9 LL = 25 PSF Ground Snow (Pp) 7'- 9.2" 0/ 167V 0/ OH 5.50' 0.27 KDDF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11,2' -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'• 11.7' -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc seacina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL.-L/180 � ) MAX LL DEFL = -0.002" @ •1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0,003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0' Allowed = 0.939' MAX HORIZ. LL DEFL = •0.004' @ 7'• 11,2' 12 j1 MAX HORIZ. TL DEFL = -0.004' @ 7'- 11.2' 9.00 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. CD Wind: 140 mph, h=22.9ft, TCDL=4.2,BCOL=6,0, ASCE 7-10, e (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.8, Truss designed for wind loads t; in the plane of the truss only. 0 Tr o o '� 5►' - M-3x4 , 1- ), y 1-00 8-00 'PROVIDE FULL BEARING:Jts:2,5,3,41 1-11-11 JOB NAME : 3413-D POLYGON NW - J5 ,<<.• ROFFss Scale: 0.4157 ‹.a t.1411 "0 /gifirrWARNINGS: 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 7 92 92 0 P E 1' Truss": J5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2o4 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 consWctlon 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 2'0,5.and at 10'c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/24/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 4SEQ. : 6095469 .No load should be applied to any component until ager all bracing and 4.Installation of trues Is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corroaNe environment, 32. 4 2° A,- design loads be applied to any component and are for"dry condition"of use. Q TRANS I D: 411009 5.CompuTrue has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 14 fabrication,handling,shipment and installation of component.. 7.necessary, provided. 41f�R A'LL 6,This design Is furnished subject to the Irritations set forth by 8.Plates shall be locaten assumes d on both facese of of truss,and placed so their center rl 111111Ines 11111111111111111 11111 VIII II IIIIMT'sUSA,CA ' .IInc.ICO puTrus which Softwill ware 7.8.6(1 L)-E request. 10,For basic cidde with jint center Ines. roplate design values see ESR-1311,ESR-1988(MITek) 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 TO: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-322) 301 3.4=(-121) 52 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -112/ 3169 5.50' 0.71 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 168V 0/ OH 5.50' 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2• -293/ 487V 0/ OH 1.50" 0.62 KDDF 825) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7' .41/ 61V Of OH 1.50' 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. -1 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Desisn checked for net(-5 pafl uplift at 24 "oc spacing.' /t � VERTICAL DEFLECTION LIMITS: LL=L1240, 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 = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268' @ 3'- 11.0' Allowed = 0.939' MAX HORIZ. LL DEFL = -0.005' @ 11'. 10.9" MAX HORIZ. TL DEFL = -0.005' @ 11'- 10.9" 12 NOTE:Design assumes moisture content does 9.00[7 not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting DI system and components and cladding criteria. o Wind: 140 mph, h=23,7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor0.6, 0 Truss designed for wind loads in the plane of the truss only. 0 v 10 -i o 5 0 M-3x4 ; y , ), 1-00 8-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,5,3,41 ( O PROFS" JOB NAME : 3413-D POLYGON NW - J6 Scale: 0.3805 nit 15,0 WARNINGS: GENERAL NOTES,bunless otherwiseuponthnoted: :4t `9( OG i P E 1" 4. 1.Builder and erection conhactor should be advised of as General Notes 1.This design is based only upon the parameters shown and le for an individual Truss: J 6and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 congression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 'X 3.Additional temporary bracingto Insure sleds during constmdion 2.Design assumes the top and bottom chords to be laterally braced at 1 "' mpo rYr ty 2'o.c.and at 10'o.c.respectivey unless braced throughout their lenng�th by /�• - DES. BY: LJ Is the responsibility of Bre erector.Additional permanent bracing of continuous sheathing such ea plywood sheeting(TC)and/or drywat(BC). DATE: 10/24/2014 the overall structure is the responsibigty of the building designer. 3.Zr 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. - ,. SEQ. : 6095470 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, ,,��11 1. design loads be applied to any component. and are for"dry condition"of use. ���/) f 1 4 t 8,andDesign assumes on bearing u all supports shown.Shim or wedge if �� TRANS I D: 411009 5.CompuTrus has no control over and assumes no responsibility for the MM M. Rik-N.-`�„` fabrication,handsng,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ,"1 1-5, 8.This design Is furnished subject to the srrltatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 111111 111111111111 11111 11111 III'III'III TPI/WTCA in SCSI, which request. MITUSA,lnCConpuTrue Software 7.6.6(1L)-E lines center coincide oabectorpltdee design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 #11 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 81&8TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 81&8TR SPACED 24.0" 0.1, 2-3=(-389) 369 2-60(0) 0 • 3.4=(-150) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4.5=1 -44) 39 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 50.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc y 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'. 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7' -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) ICOND. 2: Design checked for net(-5 gat) uplift at 24 "oc spacina.1 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 = 0.251" @ 4'- 5.8" Allowed = 0.626" 12 MAX TC PANEL TL DEFL = -0.268' @ 3'- 11.0" Allowed = 0.939" 9.00 7 MAX HORIZ. LL DEFL = -0.007" 9 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9' NOTE:Design assumes moisture content does not exceed 1916 at time of manufacture. 4 m Design conforms to main windforce-resisting 8 system and components and cladding criteria. 8 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 vt = 6.-_-.... -s 0 M-3x4 ) . 1, ,k 1 1-00 8-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,6.3.4.51 JOB NAME : 3413-D POLYGON NW - J7 ,<(,. PROFfiss Scale: 0.3653 t, 6111n�z /0 WARNINGS: GENERAL NOTES,unless otherwise noted: .._ G ,!P,7E 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 en individual !/211 t� Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be instated where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 1�. ., continuous sheathing such as plywood sheathing(TC)and/or drywal BC), r DATE: 10/24/2014 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 et bracing and 4.Installation of trues la the responsibility of the respective contractor. OREG©N a SEQ. : 6095471 fasteners are complete end at no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, Y ��� �� design loads be applied to any component. and are for"dry condition"of use. ��y^ r 0: TRANS I D: 411009 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug beating at all supports shown.Shim or wedge ifnecessary. 4fV 14 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �R Mt‘,. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 6.This design is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E5. es. 10.Forrigibasic connector plate desigf late in n 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 15'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDFIcq=1.00 TO: 2x4 KDDF M1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF N1&BTA SPACED 24.0' O.C. 2.3=(-454) 436 3.4=(-229) 172 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -89) 70 BC LATERAL SUPPORT <= 12'0C. UON. IL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -30/ 445V -151/ 427H 5.50" 0.71 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 9.2' 0/ 168V 0/ OH 5.50' 0.27 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT aeries BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2' -298/ 473V 0/ OH 1.50' 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2' -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50' 0.19 KDDF ( 625) 6-09-14 9-01-13 ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L1240, lila. 80 MAX LL DEFL = -0.002' @ •1'- 0.0" A = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' A = 0.133' MAX TC PANEL LL DEFL = 0.258' @ 4'- 5.8" A = 0.639" MAX TO PANEL TL DEFL = -0.275" @ 3'• 11.0' A = 0.958' MAX HORIZ. LL DEFL = -0.009" @ 15 .9"MAX HORIZ. TL DEFL = -0.009" @ 15 .9'NOTE:Design assumes moistntent does not exceed 19% at time ofacture. Design conforms to main windforce-rng12systemend componentsandcladding ia. 9.00 V Wind: 140 mph, h=25.2ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), CD load duration factor0,6, 4 Truss designed for wind loads v in the plane of the truss only. M-3x5(5) 4 N ++7' O o rommmommimmommmimmommomm -/ 8 C M-3x4 yy y 1-00 8-00 7-11-11 (PROVIDE FULL BEARING:Jts:2,6,3,4,51 4r,��;Eo PROprsie JOB NAME: 3413-D POLYGON NW - J8 Scale: 0.2769 GENERAL NOTES,unless otherwise note41 `�G' 4. �Q WARNINGS: d: r�j��� 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' T,7 Z1 1 P E 9r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 8 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the bulking designer. sss� 3.Additional temporary bracing to Insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced et drip or" ry b2'continuous and at 10'o.e.such as unless braced throughout their length by .yprs+,,DES. BY: LJ la the responsibility of the erector.Additional permanent bradng of sheathing such as plywood eheathlnp(TC)and/or drywall C). 40 Ys C' DATE: 10/24/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bradng 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. ik A. SE Q. : 6095472 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, f, design loads be applied to any component end ere for"drycondition"of use " TRANS I D: 411009 5.CompuTrus has no control over and component no responsibility for the 8.Design assumes WA bearing at all supports shown.Shim or wedge If �� 1<1 �P` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R R`O- 8.This design Ie furnished subject to the Irritations set forth by e.Plates shall be located on both feces of truss,and placed so their canter 11111111111111111111 Iwhich request. lines coincide with Joint center lines. MTe USA,lnc.ICompuTrue Software 766(1L)E tDigits of plate rbasic cotectorplatedesign values sea ESR-1311,ESR-1988(MlTeW EXPIRES;12/31/2015 III ll 1111 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 KDOF g168TA LOAD DURATION INCREASE 1.15 BC: 2x4 KDDF k1&BTA SPACED 24.0' O.C. 1-2=( 0) 68 2-4=(0) 0 2.3=(-62) 32 • 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 BAG AREA OVERHANGS: 12.0' 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' •71/ 301V •19/ 72H 5.50' 0.48 KDDF ( 625) Snow P 1'- 9.2" -31/ 27V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( A) 1'• 11.7" -20/ 41V 0/ OH 1.50" 0.07 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. GOND, 2; Design checked for net)-5 psfl uplift at 24 '6c soacing,1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 BC PANEL TL DEFL = -0.001' @ 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ, TL DEFL = -0.000" @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 V Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), /' load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 0 o.- 8 0 ►�� 4►�� M-3x4 • y y y 1-00 2-00 !PROVIDE FULL BEARING:Jts:2.4.3I JOB NAME : 3413-D POLYGON NW - SJ1 Scale: 0.6945 ��" /IG1npRaFcrs, WARNINGS: GENERAL NOTES,unless otherwise noted: !fn�J G 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an Individual '92/4 P E �{ Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component la the responsibility of the building designer. ms ' /�/�„r"" DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /�" 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 DATE: 10/24/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as ptywood required ng(TC)and/or drywall C. `! - SEQI� 3.2x Impact bridging or lateral bracing where shown++ ) ! n . : 6095473 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility �� A'OREGON p sty the respective contractor. . •�1 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• 411009 design bads be applied to any component. and are for"dry condition"of use. v.. \t‘ A. S.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 4 �4 fabrication,handling,shipment and Installation of components. necessary. p ry This design is furnished subject to limitations set forth 7.Design assumes adequate drainage is provided. SFR1310- 6. 4• IIIIII 1101011111111111 III VIII VIII VIII VIII VIII Ili by 9. shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which thewill i it famished upon request. lines coincide with)tent center lines. MITek USA,Inc.JCompuTrue Software 7.6.6(1 L)-E 10.For basicts connectocate size rplatete In inches. design values see ESR-1311,ESR-1986(MITeW EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TO: 2x4 KDOF N16BTR LOAD DURATION INCREASE = 1.15 1.2=(-40) 36 1.3=(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0" 0.0. TC LATERAL SUPPORT <= 12'00. 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) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -13/ 98V -15/ 38H 5.50' 0.16 KDDF ( 625) Connectorrefix designators:late TOTAL LOAD = 42.0 PSF 1'- 9.2' 0/ 24V 0/ OH 5.50' 0.04 KDDF ( 625) pp prefix C,CN,C18,CN16 (or no prefix 1'- 11.7" -35/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT = CompuTrus, Inc series LL = 25 PSF Ground Snow (Pg) 1-11-11STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design .) checked for net(-5 psf) uplift at 24 'oc spacina LIMITED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.002' @ 1'- 2.9" Allowed = 0.123' 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.184• 9.00 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL -0.000" 0 1'- 10.8" MAX HORIZ. TL DEFL = -0.000• @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19%s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads /00 in the plane of the truss only. 0 0 0 0 8,- 411111 OO./-- 0- 11 31i-so M-3x4 y ,1 2-00 (PROVIDE FULL BEARING:Jts:1.3.21 �� �p PRope JOB NAME : 3413-D POLYGON NW - SJ 1 X Scale: 0.7689 SS o 1ry7 'c) WARNINGS: GENERAL NOTES,unless otherwise noted: ;�` 92®, E �1'' c� v 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• SJ 1 X 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. Air .6®" mpressi2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 1a'o.c.respectively unlace breeed throughout their lerr,qpl1ht�M ,e'.'° ". DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywas(BC). DATE: 10/24/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ It QRECiN ((�' 4.No load should be applied to any component until after ea bracing and 4.Installation of truss is the reaponaldity of the respective contractor. '2 SEQ. : 6095474 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, LA f. 1 ts'` ' design loads be applied to any component. and are for"dry Nil be n"of use. h O.Design assumes NII beadn0 at as supports shown.Shim or wedge if V TRANS ID: 411009 S.CompuTms has no control ooverandonent. no responsibility for the RIAA fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. e.This design Is furnished subject to the imitations sat forth by e.Plates shall be located on both faces of truss,end placed so their center ncide IIIIII VIII VIII"III VIII VIII IIII IIII MITe USA,InC./CompuTrus I/WTCA In SCSI,copies of (software 7.6.6(1L)-E request.ch will be furnished upon 1th joint center lines. 0.lines Fo basic of etdea design values see ESR-1311,ESR-1988(MITek) EJP(RE5.1d31/2015 1HVIII('(( 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 N1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF M1&BTA SPACED 24.0' O.C. 2.3- (91)63 2- 4=(0) 0 " TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 26 PSF Ground Snow (Pg) 3'- 11.7' -60/ 96V 0/ OH 1.50" 0.15 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; Desian checked for net(-5 Dsf1 uplift et 24 "no sgacina.( 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 = 0.002' @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" 8 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9' 12 0 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does 9.00 V not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. co o Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c. load duration factor=l.6, M Truss designed for wind loads in the plane of the truss only, o/- 0 0 o� �� 4►E M-3x4 y y y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,61 JOB NAME : 3413-D POLYGON NW - SJ2 <c� o PROpe6, Scale: 0.6681 (tt, 0/ Ig >(J 1 . WARNINGS: GENERAL NOTES,unless otherwise noted: rrrllll 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and le for an Individual > 0 P E ti' Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ���f Dot 4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. �/` DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at 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 ,r continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). DATE: 10/24/2014 the overall structure la the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. gREG0 SEQ. : 6095475 fasteners are complete and at no lime should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, 7, Za,, design loads be applied to any component. end are for"dry condition'of use. �% "+� �N � i. TRAN S I D: 411009 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 © 14 fabrication,handling,shipment and Installation of components, Design assessary. d" R R t L' �. 8.This design is furnished subject to the Imitations set forth 8•Design assumes b elocatedadeqonne both drainage la provided.and ��'! 1 1y I VIII(I III III I VIII VIII(III VIII(III(III by 8.Plates shall be faces of truss, placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request lines coincide with joint center Ines. MITek USA,Inc./COmpulrus Software 7.6,6(1 L)-E9 10.Forts asiciconnectocate sizerplf alate in Inches. te design values see ESR-1311,ESR-1688(MITelq 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 M168TR LOAD DURATION INCREASE = 1.15 1.2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF @16BTR SPACED 24.0. O.C. TO LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRO REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'• 0.0' -27/ 130V -32/ 83H 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7" -64/ 99V 0/ OH 1.50' 0.16 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psfl uplift at 24 'on spacina,] 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9,00 MAX BC PANEL LL DEFL = 0.002" @ 1'. 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed . 0.072" AND BOTTOM CHORD LIVE OROS ACT NON-CONCURRENTLY. -/ MAX HORIZ. LL DEFL = -0.001" @ 3'. 10.9" MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9" NOTE:Design assumes moisture content does 0not exceed 1996 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads d. in the plane of the truss only. 0 o/- 0 14111111111111 o� l U 3lice M-3x4 y .1 1- 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:1,3.2( to PRO4.S� JOB NAME : 3413-D POLYGON NW - SJ2X Scale: 0.7016 � �G( 4, kr Ivy N 1. WARNINGS: GENERAL NOTES,unless otherwise noted: ,' !92•.P E {'"� SJ2X 1.Builder and erection contractor should be advised of at General Notes 1,This design Is based only upon the parameters shown and is for an individual / Truss: SJ 2 Xbuildingcomponent.Applicability of design parameters andproper /� end compression Warnings before construction commences. P PPI th 0 P /s,,. • 2.2x4 compression web bredng must be Installed where shown+, incorporation of component is the responsIbitity of the building designer. 3.Additional temporary bracing to Insure slaNIty during construction 2.Design assumes the top and bottom chords to be laterally braced et d/ ' 2'o.c.and at 10'c.c.respectively unless braced throughout their le th by ,,.•'0�.alao . DES. BY: U in the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatbingRC)end/or drywal C). 't/ DATE: 10/24/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ OREGON (v 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7i �� SEQ. : 6095476 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component end are for"dry condition"of use. y 14 . t?.,, " 8.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 411009 5.CompuTrus has no control over and assumes no recpomlbitlty for the necessary. i3`�>v„(11 fabrication,handling,shipment and Installation of components. 7.Design eumes adequate drainage ie provided. _ 8.This design is furnished subject to the Imitations sat forth by a.Plates shell be locatedonboth feces of trues,and placed so their center ch will be furnished n IIIIII VIII VIII VIII VIII VIII VIII(III(III MITek USA,Inc./CompuTrus CA in BCSI,copies of iSoftware 7.8.6(1 L)of request. coincide with Joint center lines. 10.For pip aasicctconnecorte size of plalate in inches. te design valves see ESR-1311,ESR-1988(Welt) 9. EXPIRES:12/31/2015 1111101111111 This design preparea rrom computer Input. uy PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 68 2.4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-135) 92 s IC LATERAL SUPPORT <0 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" -25/ 310V -55/ 165H 5.50' 0.50 KDDF ( 625) 1'- 9.2' -55/ 155V 0/ OH 5.50' 0.25 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -93/ 147V 0/ OH 1.50' 0.24 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 'on specinad VERTICAL DEFLECTION LIMITS: LL=L/240, TLnL/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 = 0.004" @ 1'- 0.1" Allowed c 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1' Allowed = 0.072' 12 ' MAX HORIZ. LL DEFL = -0.001" 9 5'- 10.9" 9,00 MAX HORIZ. TL DEFL = -0,001" @ 5'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, to (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, o Trinuss thedplaneed offor thewloads truss only. 4 0 r� v 0 1111111111111 0� ► 4� M-3x4 ; ). 1, y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 ROFt JOB NAME : 3413-D POLYGON NW - SJ3 ? Scale: 0.5425 *<(''' GP ge.A6'6>0 lif WARNINGS: GENERAL NOTES,unless otherwise noted: 4// /(]0'� c -7 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 -(' >92110 P E Truss: SJ 3 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. B Y: 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 DATE: 10/24/2014 responsibility g designer. continuous sheathing such as plywood abed sheathing(TC)and/or drywall(BC). A w. the overall structure la the res nsibill of the building 3.2x Impact bridging or lateral bracing required where shown++ (c, 4.No load should be applied to any component until after all bracingp SEQ. : 6095477 and 4.Installation of truss le the responsibility of the respective contractor. OREGON non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, G TRANS I D: 411009 design loads be applied to any component. and are kr"dry condition"of use. /r� j+ 1 4 �Q� .}� 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 cJ fabrication,handling,shipment end Installation of components. necessary. E. R + 7.Design assumes adequate drainage Is provided. I- 111111114111111111116.This design is furnished subject to the limitation set forth by 8.Plates shell be located on both faces of truss,and placed so their center - - ... TPIIWTCA In BCS',copies of which will be famished upon request. lines coincide with joint center lines. e.Digits Indicate size of plate in inches. MITek USA,Inc./CompUTrua Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015