The URL can be used to link to this page

Plans (83) s� C`1 " �� 00,i'. 0 CONFORMS TO DESIGN CONCEPT 11 ^G1 I4L C1/ /"�� -V) S�t,�, CQNfORMS TQ DESIGk CONCEPT WITH `\vQ�' � �`{/ '"�\ CONFORMS TO DESIGN CONCEPT REVISION$NOTED 0 NON-CONFORMING-R£VISE&RESUBMIT 1 n CONFORMS TO DESIGN CONCEPT VIITN _ 40'-0" REVISIONS AS SHOWN • NON-CONFCPT.:NG-REVISE AND RESUBMIT ,U Alex F k U Date 9(22A4 THIS P DRAWING HAS EN REVIEWED FOR'ENERA CONFORMANCE ARCHITECTS WITH THE DESIGN CONCEP ,ONLY AND DOES NO. RELIEVE THE v-- 04 FABRICATOR/VENDOR OF F PONS.BI ITY FOR CONFORMANCE WITH THE O @ @ DESIST AEINS.ANC SPECIE'f�ONS ALL OF WHICH HAVE PRIORITY •J C, V OVERSR. PAWING. R4cTOR SHALL VERIFY ALL DIMENSIONS. \ •, I Ad ' aton Vv_ Lave:September 19.2014 I ' T ;ME' EER,/. G INC CA ► it CJ1 CJ2 . ArAtIr CJ2C CJ3 CJ3C eI �� e N � , , re, CSC CJ5 `� ' �,� OC I /� r 1 CJ6 6:12 CJ6C CJ7 y . CJ7C CJ8• a CJ8 et CJ9 , , CJ9 CJ10 CJ10 • ;� CJ10 N. �. CJ10 1? ti v CJ9 ,-� •— x x �: os �le y - CJ9 yr CJ8 10:13NI- �' 9 \ -- CJ7 , CJ6 . .. 112 6:12 CJ5 , ., -/ , , : , . CJ12 (5) .• CJ15 c 10:1 ,• CJ13 CJ16 HGUS26-.A I; -� �+� � HGUS28.2 10:12 ��v 0,117 • AA / AI--= : �1li d41 ,i — ASJ1 ;� N 11'-71 � �,�,' I ' F `'' �.Q` w' 'F-11•1 1 j C*1 CI 01 �� GARAGE LEFT a 222 41, I 9'-8 VT 11'-7112" -I 11'-8" BERING WALL 4Q4)R ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/1.4 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND REVISION-1:TITLE STRUCTURAL DRAWINGS FOR ALL FURTHER ad PLAN 5-D COFFER INFORMATION.BUILDING er DES RESPONSIBLE FOR OF RECORD PLAN. DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NONUILDIN TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO TRUSS REVIEW AND APPROVE OF ALL c.O M fi A N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. q I 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. m \ ,Q \ -- ca1 ' ummile a MiTek® MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly 2, 6.•(... ‘,51P......,, avid Baxter, P.E., S.E. Sr. Structural Engineer ��gEDP ROP MiTek USA 0AGINEF9 >o, DB :9200PE 9r midillifi45 Jr -yL ,� ��OREGONA4/<O1r 14, 2°fit 12/06/2017 €RRILV EXPIRES: 12-31-2019 mit MiTek MiTek USA, Hoc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-344 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45642861 thru R45642876 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2 <4./ 87022PE. �< N '02, OREGON cP <v� 0 MBER 1\ OS A. Heck / E • • ./ t c October 13,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45642861 PL15-344_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:20 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-VbZG60ItVC67G?b_Xr4Lfg_LdNR3a1 EPOTHI6tyTrl9 I 2-6-0 I I 2-2-9 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.6 • 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 11 1 2 3 4 5 6 7 8 N N a e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10 1 11-4-9 9-11_9 10til1 111-3-1 I 16-4-12 I 9-11-9 0-Yt- 0-7-6 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=460/161,7-9=-1636/0,7-10=0/1105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2 cc 870 2PE 9r 7 N 'N N 'Oj, OR EG N cls OtU 9OFtijBER451 OS A. Hey, EXPIRES:06/30/2017 October 13,2015 1 _ ' mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeMB connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek(° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality CrHeda,DSB-89 and BCSI Bolding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642862 PL15-344_UPPER F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:21 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-zo7eKMJVGVE_u9AA5ZbOCtXVwmmxJTBZF71seJyTd8 I 2-6-0 1 1 2-5-1 1 1 1-2-0 1 1 2-4-11 1 Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 11 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 \ o \! i O \ N e e 1"- 12 11 10 I'9 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 1 10-2-1 l0-3. 0 5-97-0 II 16-7-4 10-2-1 0. 5-0-3 0-7-n n-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/0,3-4=2508/0,4-5=-2587/0,5-6=2587/0,6-7=-2587/0 • BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=324/0,2-13=-1666/0,2-12=0/1041,4-12>399/0,411=-480/168,7-9=1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �;5 �NG]N��'V �O 870 2PE vc-- N cv y cl\Aj, OREG.N (15' 4N 9O AMBER 1\ ‘"�S A. HERCP EXPIRES:06/30/2017 October 13,2015 tma WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �^ E. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �/� building design. Bracing indicated s to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sane 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642863 PL15-344_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-R_h1 XiJ71 pMrWJINfG6pk54g9A632wUiUnmPBIyTrI7 11-0-0 I 11-1-11 II 1-2-0 II 1-0-9 I 2-6-0 Scale=1:32.5 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4 = 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 e • 0 0 o e o + o o1,_ `- e ''''.4;j'i /I''..\ / N. / N4,.. ii."" N / N. / bN e o o a o ° e 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5= 3x5= 4x6 = 4x4= 3x4= 15-3-11 14-1-11 10-7-0110-7-0 I 3-9-9 141-11 Plate Offsets(X,Y)- [14:0-1-8,Edge],[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 27=835/0-4-4,18=835/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1513/0,3-4=1513/0,4-5=-2638/0,5-6=-2638/0,6-7=-3383/0,7-8=-3383/0, 8-9=-3752/0,9-10=3752/0,10-11=3733/0,11-12=3733/0,12-13=3416/0, 13-14=4416/0,14-15=-2622/0,15-16=-2622/0 BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, 20-21=0/2622,19-20=0/2622,18-19=0/1831 WEBS 14-20=-328/0,15-19=-541/0,2-27=-1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, 6-25=-585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=-321/0,12-21=-264/0, 13-21=-328/0,14-21=0/1085 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strong-backs,on edge,spaced-at 10-. i • - • - -• • --- •' " " - be attached to walls at their outer ends or restrained by other means. ck �\co� AGP ��'4 S/� 2 �" 87022PE 9r N 7 - , OREGO �o ODM j 'AO 'MBER '‘' Q`S' A. HO\ EXPIRES:06/30/2017 October 13,2015 a _ ®WARNING.. E.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M'Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSB-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642864 PL15-344_UPPER F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-R_hl XiJ71 pMrWJINfG6pk54fXA5e2sKiUnmPBlyTrl7 1 1-3-0 1 1 1-1-1 ii 1-2-0 II 2-4-15 I 2-6-0 Scale=1:35.4 4x5= 304= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 /`4 5 6 7 8 a` 9 10a` 11 `12 13 14 15 16 I N1 40/ ,\ o / Nor 'N. a.1/ \ o� 9i 109 o��'" .! IN e 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5 = 3x5= 4x6= 3x6 = 3x5= 3x5 SP= 15-7-9 I 14-5-9 155-91I I 20-9-8 I 14-5-9 - - 0-7-0 b-7-0 5-1-15 Plate Offsets(X,Y)— [12:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES., (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=4230/0,12-13=3519/0, 13-14=-3519/0,14-15=3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 6-24=618/0,6-22=0/446,15-17=2149/0,15-18=0/1659,10-20=272/35,11-20=327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '\(QED PR OFFu.0 ,Y\� �NG]N�F'Y /`29 87022PE r co 5.-y SAT OREGSN ci, O 90O BER .>\ O S A. Heck EXPIRES:06/30/2017 October 13,2015 i 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 11111, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Miiek° is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/MPl1 Quality Criteria,DSB-89 and BCS1 Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642865 PL15-344_UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:23 2015 Page I ID:j7axn4OsHnThlyaUAczwOszXl UY-wAFPk2KIo7Ui7TJZC_e2HlcwmabGnWwrjRWyjCyTrI6 1-4-0 I 2-6-0 I 1 1.5x3 I I 2 3x4= 3 1.5x3 I I Scale=1:8.7 II Ill IPPIP'; IIIIIIIIIIII o N ■� .,4 . 5 pgr 4 3x4= 3x4= 6-1-81 4-1-0 I 6-1-8 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -\�s.Ep P R DEPS, �c�`' •.„. GI F•7 X02 8 r 2PE ;9r. -,-, i' A)j, OREGO ry.) tu 90, MgER \\ O �S A. HE.9% EXPIRES:06/30/2017 October 13,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with MiTekrE connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642866 PL15-344_UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page I ID:j7axn4OsHnThIyaUAczwOszX1 UY-ONpnyOLNYQcZldulmh9HpW9wl_ndWp3?x5FWFeyTrl5 ,a^ 10-7-7 1 2-6-0 I 1 1-2-0 117 ,91 Scale=1:28.3 4x4= 3x4 I I 3x8= 1.5x3 H 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 13 2 3 4 5 6 7 8 9 10 \II/ �N ry a e -e e e 11 e 17 ,'a- 15 14 13 12 3x4 I I 3x6 = 3x8= 3x6= 1.5x3 I I 4x4= 3x4= 1-0-4 I 0-10-12 I I 16-5-4 0-10-12 15-5-0 0-1A Plate Offsets(X,Y)— [7:0-1-8,Edge],[12:0-1-8,Edge],[17:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS. (lb/size) 16=1078/0-5-8,11=655/0-2-12 Max Gray 16=1078(LC 1),11=670(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/281,2-3=0/281,3-4=-1662/0,4-5=-1662/0,5-6=-2516/0,6-7=-2516/0, 7-8=-1811/0,8-9=-1811/0 BOT CHORD 15-16=147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 WEBS 8-12=-759/0,1-16=-431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=-744/0, 3-15=0/1377,3-16=849/0,9-11=-1582/0,9-12=0/1027 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��p PR OFee, LOAD G� NIN FR /DA ( ) �\ A � 21))Dead+FloorLive(balanced):Lumber Increase=1.00,Plate Increase=1.00 9 Uniform Loads(pIf) 87022 P E 1-- Vert:11-17=8,1-10=-80 Concentrated Loads(lb) Vert:1=-304(F) N -7 fi'j, OR EGO qo 11./N "PO AMBER \1 7 On A. HCYN EXPI RES:06/30/2017 October 13,2015 i , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with?Melee connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642867 PL15-344_UPPER FO8 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszXlUY-ONpnyOLNYQcZldulmh9HpW95T wOWwy?x5FWFeyTrl5 I 2-6-0 10-5-10 1 1 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 H 1.5x3 II 1 23x4= 3 4 53x4= 6 e e e NN e e e 3x4= 1 9 8 3x4= 3x4= 3x4= I 3-1-2 31-10 3-9-10 1 4-4-10 4/61 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=736/0,2-9=37/269,5-7=718/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0\V- PROFFss ‘4c;• ANG]NFFR X029 87022P. r- / y �Aj OR GON cy9 OWN 9O AMBER 't°` r' �S A. HE-Ck EXPIRES:06130/2017 October 13,2015 1 1 ......, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Qualiy Criteria,DSB-89 and BCSI Bolding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642868 PL15-344_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-sZN99kMOJkkQNmTyKPgt ijiGFOHMFPM8A1?3n4yTrI4 I 2-6-0 0-5-6 I 1-2-0 I 1-7-2 Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II Je e-----\ e 0 N O N -)e e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 3[2-9 3-9-6 I 4-4-6 ( 6-2-8 Plate Offsets(X,Y)- 3-0-14 0-1-g 0-7-n 0-7-0 1-10-2 [4:0-1-8,Edgel,[8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��ED PROpen �ci� GIN 02 ' 87022PE �r / g. BATOREGON ty�O<U� O' M$ER 1 On A. HE,C) EXPIRES:06/30/2017 e October 13,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mfrek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not �e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPII Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642869 PL15-344_UPPER F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-sZN99kMOJkkQNmTyKPgt.MjiDVOCQFDf8Al?3n4yTrl4 1 1-10-12 I I 1-9-11 I I 2-6-0 I I 1-2-0 I I 1-0-5 Scale=1:29.4 1.5x3 II 4x10 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 • o _ �_ • N 1414414141411,111%444 — e - • •• o 16' 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= 2-1-12 I 16-10-12 I 2-1-12 14-9-n Plate Offsets(X,V)- [6:0-1-8,Edgel,[11:0-1-8,Edge],[16:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=1642/0-5-8,16=701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/259,3-4=0/259,4-5=-1534/0,5-6=1534/0,6-7=-1423/0,7-8=-1423/0 BOT CHORD 15-16=1530/0,14-15=1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, 10-11=0/1085 WEBS 7-11=-257/0,2-15=-1613/0,2-16=0/1711,5-13=-252/0,4-13=0/701,4-14=-1231/0, 2-14=0/1449,8-10=-1171/0,8-11=0/549 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do-not erect truss backwards. _ — 7 ,4GINE4\ 87022PE � cc r cv 7 �Aj, OREG N cc-OlU �O AMBER 1� l �s A. HERCP EXPIRES:06/30/2017 October 13,2015 I. NI,.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Infonnafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642870 PL15-344_UPPER F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page I ID:j7axn4OsHnThlyaUAczwOszXlUY-KIwXN4Ne42tH w28u6BIvxEQgnci_ciNIPPkdKWyTrl3 I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 H 3x4= 1.5x3 II 1 2 3 4 5 6 m \V: : 0 N e e e 1 = 9 8 3x4= 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 41612 8-8-8 I 3-1-2 0-1-h 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,V)- [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=28/290,5-7=-737/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. . < O P oFFss �,\� NG[NB�'7 f�2 870 2PE 9 • y NAj, OREGO ti OWN 90 AMBER AN OSA. HO\ EXPIRES:06/30/2017 October 13,2015 t o WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. 1111., Design valid for use only with MitekE connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bu®ding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642871 PL15-344_UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszXlUY-KIwXN4Ne42tH w28u6BIvxEM?nUM_IeIPPkdKWyTrI3 I 2-6-0 I I 2-3-5 I I 1-2-0 I I 2-4-11 Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 '`I '° ad-/ \ I \ e a fV -' e p 1151 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-f113 )1-3-131 I 16-5-8 I 10-0-5 0-44-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2476/0,3-4=-2476/0,45=2549/0,5-6=2549/0,6-7=2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS. 6-10=-319/0,2-13=1648/0,2-12=0/1025,412=379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <��'GO PROFe0 Gutp � NR /0�INP c� 9Q87022PE r / (i)<‘ / N 7 �-0j, OREGON ftp ,ti./ 9�, AMBER '\1 4 °S A. HE¢‘4� EXPIRES:06/30/2017 October 13,2015 f e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Qualify Criteda,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642872 PL15-344 UPPER F13 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UYoyUwaQNGrL?8c4dKRgi?RBnVrBr5jA1 Rd3UAszyTrl2 I 2-6-0 I 1 1-1-11 ii 1-2-0 I I 1-2-5 1 Scale=1:33.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 l 9 e T o o N o L N N • e e 13 15 14 13 12 3x4 = 3x8= 3x6= 3x4= 4x4 = 3x4 = 14-8-11 15-5-3 I 14-0-314- 1 1_3-111 1 19-3-5 14-0-30-1- 0-7-0 3-9-13 Plate Offsets(X,Y)- 7 1 a [12:0-1-S,Edge],113:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress!nor YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=841/0-4-4,11=841/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3066/0,3-4=-3066/0,4-5=-3885/0,5-6=-3885/0,6-7=-2736/0,7-8=2736/0,8-9=-2736/0 BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 WEBS 7-13=0/459,8-12=-585/0,2-16=-1962/0,2-15=0/1347,4-15=-723/0,6-14=0/583,6-13=-940/0,9-11=1985/0, 9-12=0/1209 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,,..7 NG]N�F9 1029 87022PE r N y -$, OREGON el'? 1U 'Ao 8 E R \1 O �S A. HE'c'' \.4v°- EXPIRES: .4PEXPIRES:06/30/2017 October 13,2015 e a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE. El' Design valid for use only with MTebS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPll Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642873 PL15-344_UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UYoyUwaQNGrL?8c4dKRgi?R8nYyBt?jFWRd3UAszyTrl2 I 2-0-0 I I 1-70-1 I I 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 e o oo- e 0 N 1pV 11 10° 9 4 3x4= 3x5= 3x4= 1.5x3 I I 3x4= I 8-2-9 18-9.9 19-4-9 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)- [6:0-1-8,Edge],[10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. - <,s) PR(kFss k4 3NG)NEFR ,O1, 17 ' 870 2PE , I- N CV )... - OREGON q, O4/ /P. AMBER .\ On ‘.0 A. HE?' EXPIRES:06/30/2017 October 13,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifek8 connectors.This design is based only upon parameters shown,and is for an individual building component,not I a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642874 PL15-344_UPPER F15 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-G82lomOucf7?EECW?XDE_MKfMbBaSgSasjDjOPyTr11 2-6-0 2-0-15 I I 1-2-0 I WI Scale=1:24.8 4x4= 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 e e a i o , o N ry - e e 13 12 11 10 3x4= 3x6= 3x4= 4x4= 354= 105-7 11-2-15 I 9-9-15 9-''1I1}7 111-1-7 I I 14-2-12 I 9-9-15 0-'I-$ 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=620/Mechanical,9=620/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1996/0,3-4=-1996/0,4-5=1633/0,5-6=-1633/0,6-7=-1633/0 BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 WEBS 6-10=-744/0,2-13=-1389/0,2-12=0/765,4-11=582/0,7-9=-1441/0,7-10=0/948 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. C�N� 1� G, N R `�, 2 (t 87022PE �r N >CV y -tj, OREG N ti� ,to 9O F'8ER \\ �O �S A. HE# EXPIRES:06/30/2017 October 13,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component ////Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Supe 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642875 PL15-344_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:29 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-kKcg?5PWNzFsrOnjZEkTWZszj?egBD6k5NzHwryTrIO 1-4-12 � 1-4-0 1 1.5x3 I I 2 3x4 = 3 1.5x3 I I Scale=1:8.7 • , N _ r { 5 4 3x4= 3x4= 2-11-12 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina' NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 4-5=10,1-3=100 Concentratedtaadsjlb} —--- Vert:2=-188(F) Co ‘,4 GIN 2 ' 870 2PE 9r cP rN 1‘Aj, OREG N ti ,4/ 9O '4I ER `\-\' A. HER EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642876 PL15-344_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-G82lomOucr7?EECW7XDE_MKICbGcSkYasjDjOPyTr11 I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 8 e e .a 0 0 N N 113 e 8 e 3x4= /� 3x4= X 3x4= 3x4= I 3-2-103-9-10 3-9-10 I 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=926/0,3-11=926/0,3-4=926/0,4-5=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) .((' SS P R Of Vert:7-10=-8,1-6=-80 Concentrated Loads(Ib) ��CD NG]NEc9 /0� Vert:11=169(B) 870 2PE 9r N cv - �Aj, OREG N (15341/N � `s A. Hey% EXPIRES:06/30/2017 October 13,2015 At.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. M.. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WWWek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality Crltena,DSB-89 and BCSI Budding Component 7777 109 Safely Infamration available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite Citrus Heights,CA 95610 Symbols Numbering System a ral Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury MinDimensions are in ft-in-sixteenths. 11147‘ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS dibgonal orX-bracing,is always required. See BCSI. 2. Tr ss bracing must be designed by an engineer.For 0.1/1 6" 4 w de truss spacing,individual lateral braces themselves y require bracing,or alternative Tor I iver cing should be considered. O = O 3. exceed the design loading shown and never IMIIAllor U U stick materials on inadequately braced trusses. a O 111 o 4. Provide copies of this truss design to the building A. For 4 x 2 orientation,locate C ° designer,erection supervisor,property owner and plates 0-'rid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Designsuitably protected assumes trusses will be 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. content software or upon request. 8. stiallss othernot exed 19%at mewise noted,moist of fabrication.lumber. PLATE SIZE PRODUCT CODE APPROVALS 9. U less expressly noted,this design is not applicable for ICC ES Reports: u e with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.umber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 r:sponsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 c.mber for dead load deflection. the length parallel to slots. 11.P ate type,size,orientation and location dimensions i dicated are minimum plating requirements. LATERAL BRACING LOCATION 12.L mber used shall be of the species and size,and i all respects,equal to or better than that ,IIPIndicated by symbol shown and/or Trusses are designed for wind loads in the plane of the s.ecified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved bpproval of an engineer. reaction section indicates joint rl 17. stall and load vertically unless indicated otherwise. number where bearings occur. all ® Min size shown is for crushing only. I MI ft 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.is ireview all portions of thisuse.design(frontctures alone back,words Plate Connected Wood Truss Construction. and pictures)before Reviewing pinot sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTeke' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-92_U P Fax 916/676-1909 5D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832552 thru R41832567 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. R Opk- <t�t�G P Es/O 4,4 870 2P fitv "°,,, OREGON tiq1.0 0 418ER *\1 �� A. HER EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. „, MiTek0 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92_UP Fax 916/676-1909 5D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832552 thru R41832567 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others., tONIO 4 . 1 ikt y°_ ,+ 496 _fi 'O73TBR r April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5D R41832552 PL14-92_UP F01 Floor 6 1 J Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510o5 an 13 20114eMTek Industries,Inc.Mon Apr 21 15:40:14 2014 Pagel ID:j7axn4OsHnThlyaUAczwOszX1UY-ZUAMIRGH36RsRkXU127EmMisJ1UVVN695C9Z 15zOQSI 2-6-0 I I 2-2-9 11 1-2-0 I I 2-4-11 Scale=1:28.6 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 ro N00.1.1.1.1.1.1.11.11.111 11111111111111111! - — o N r e e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 9-11-9 1 1 1 111-3-1 I I 16-4-12 9-11-9 0 - 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edoel,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress lncr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1O rtNI TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 oo Ov WA.S WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 C `��,� C `I, NOTES d a - CI 1)Unbalanced floor live loads have been considered for this design. �— 1 N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'r 44- 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 -le be attached to walls at their outer ends or restrained by other means. . 4g3} 1 LOAD CASE(S) Standard '.ck"s/ONAL 16 - 0 PR 0/4-0 mi 1- 870 2PE cv -y U>R� OREGO c „<tr '90 fi"SER 1\ Ca EXPI RES:06/30/2015 April 22,2014 1 a WARNING-Ves$ff design Nalameters and RE40!{O7ES ON THIS AND INW UD:Ela PfflEK REFERENC=PAGE P11-1413 me 1/29/23:6 BEFORE USE .�� Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■■- � a erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fig/' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/MI Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 if Si:uthenr,PinelSP)lumber is specified,the design vetoes ere those effective 06/01/201.3 by ALSO Job Truss Truss Type Qty Ply 5D 841832553 PL14-92_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mitek Industries,Inc.Mon Apr 21 15:40:15 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-1 gkkynGvgPZj3u6gbleTJZFOdRgO6Y7ERplYHXzOQSk I 2-60 I I 2-5-1 I I-- 1-2-0 I I 2-4-11 I Scale=1:28.9 1.553 II 3x5= 1.553 II 3x4 = 1.553 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 e o o N O e A.-4r- 1 1 12 11 10 354= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10131-9 111-5-9 1 1 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edae1,PI1:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `�,A ONIO TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=2587/0,6-7=-2587/0 r'''' jL'�+� BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 O� Oct W'�1SIr,tv Y WEBS 6-10=324/0,2-13=1666/0,2-12=0/1041,4-12=399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 (t i.' z.' , C>ji, NOTES ,z 41 ``' '2, N 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 49639 i ° -4'of T T t LOAD CASE(S) Standard ' '''4.. 4L _4S a a c.,c'� ti�GN4;9s�0 ct 87022PE 9r' / y(r3 Ni -7 A>. OREGON (1;3 ,.,40'90 8 E . �S A. HER' EXPIRES:06130/2015 April 22,2014 3 __ I WARNING-Veal,design Parsoleirs and REAL NOTES ON THIS AND IM2U.DED elf MK REFEREN2 PAGE1111-7473:es//29/221d B�7REUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the k �y��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M [ fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/Mil Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Guile 109 Safely information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 it Soutlrer/1:pure ISP1 further is specified the designs velum ese t11'sssee effective 09,01/120-13 by MSC Job Truss Truss Type Qty Ply 5D R41832554 PL14-92_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:16 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-Vt16A7HXbjhah2hs9T9imoBrrAWr QOfT25pzzOQSj 11-0.0 I 1 1-1-11 11 1-2-0 i 1 1-0-9 1 2-6-0 1 Scale=1:32.5 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4 = 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 l4444%444%44\ _ Jcr _ o e e o e pX e :1 - 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4= 3x4= 15311 I 14-1-11 1144-111 1 19-1- i 14-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 114:0-1-8,Edge),f19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=835/0-4-4 (min.0-1-8),18=835/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONTO it TOP CHORD 2-3=-1513/0,3-4=1513/0,4-5=-2638/0,5-6=-2638/0,6-7=-3383/0,7-8=-3383/0, 8-9=-3752/0,9-10=3752/0,10-11=3733/0,11-12=3733/0,12-13=3416/0, © p As.,,, 13-14=3416/0,14-15=-2622/0,15-16=-2622/0 G ,� W y, BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, jL .3' "�' 20-21=0/2622,19-20=0/2622,18-19=0/1831 Ls,. ' WEBS 14-20=-328/0,15-19=-541/0,2-27=-1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, tZ �,- N 6-25=-585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=-321/0,12-21=-264/0, , 13-21=328/0,14-21=0/1085' NOTES1d ,�1),,,,,,,,,i446,10,39 s. 1)Unbalanced floor live loads have been considered for this design. I$iii 2)All plates are 1.5x3 MT20 unless otherwise indicated. <S' CS 3)Refer to girder(s)for truss to truss connections. `� NALL 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. _ P R 0Fts LOAD CASE(S) Standard \c� NGI NSF sO W -p ct' 870 2PE y '0,,,, OREGO ti 4</ ° aER 1\ ©S 4. H E � EXPIRES:06/30/2015 April 22,2014 4 NARNTAMr-Verfy deign parametrs and READ AVMS ON THIS AND TMC2UDED MT TEN REFERENT PAGE If11-1413 to c 1/29/2814 B8FOR£USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the !Ariel(' _m erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !}/[ f( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Infomtation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Hei if Sc emn,Fine 131:number is wed,the dtsrga.value-sage theta effective 06,01/201S by MSC 9hts,CA,95610 Job Truss Truss Type Qty Ply 5D R41832555 PL14-92_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-RFPtboJn7KxIwMrFGuBAxCtWjegZJglg7mXCuszOQSh 1 1-3-0 1 1-1-1 II 1-2-0 II 2-4-15 1 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Nl r \ 18 �. W • e N 1 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6= 3x5= 3x5 WB= 15-7-9 14-5-9 5-0-9� I 20-9-8 1 1 14-5-9 �7-0 7-0 5-1-15 Plate Offsets(X,Y): (12:0-1-8,Edoel,(18:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-48 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �yONIQ t,_ TOP CHORD 2-3=2003/0,3-4=2003/0,4-5=-3413/0,5-6=3413/0,6-7=-4247/0,7-8=4247/0, 'Z . 8-9=-4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, .Pc OV W 13-14=-3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, �J i,',". //7''+— `=j 19-20=0/3519,18-19=0/3519,17-18=0/1990 d ` Z N WEBS 12-19=357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 6-24=618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=272/35,11-20=-327/0, 12-20=0/1057 r0 49639 4 NOTES ', Gx$TER 1)Unbalanced floor live loads have been considered for this design. V C: f i'S,- 2)All plates are 1.5x3 MT20 unless otherwise indicated. S10NAL V,.,. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss-is the 2044 - -__ - •-. - e• Pl l_ _ 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 1 be attached to walls at their outer ends or restrained by other means. ti�EO PR©pe 0.0 LOAD CASE(S) Standard .,...C? � BG)NE,i9 u/0 87022PE f' yN N �-'TOREG•N rim 44, H07"- EXPIRES:06/30/2015 April 22,2014 i 85485160-Verify design Rarametersand READ ROTES OR16/EAND MOOED MITERREFEREl PAGE NH-1413 sea 1/29/2814BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a/E'S��a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 SafeB Sahuttnex Pireei information lumbar svailable om Truss Plate Institute.specifibst she des gn vads-es.ere t1 N.Leesf 22314. Citrus Heights,CA,95610 "Nrose wife-calve tit/Ga/2013 by MS[ Job Truss Truss Type Qty Ply 5D R41832556 PL14-92_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-RFPtboJn7KxIwMrFGuBAxCtdCeyJ15g7mXCuszOQSh 1-4-0 1 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II IIIIII 111Prillillill0 II= NSF rV k ilv 5 ppi 4 3x4= 3x4= t1-81 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/def1 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES ONTO 1)Refer to girder(s)for truss to truss connections. 0$ 0-v 41WAS.j�r, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. () 0 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '£" /v 'y6 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 to ( i ', tt be attached to walls at their outer ends or restrained by other means. - LOAD CASE(S) Standard 47 ,,,p 4 49639____"44/ (Y/ONALV 4c- 87022PE r- / , 't>„ OREGON ct©4/ 0 M$ER QUA, H -Vu EXPIRES:06/30/2015 April 22,2014 t i WARNING-Verify design paiametrs and READ NINES ON THIS AND INCLUDED Mf7€K REFERENCE PAGE P01-7473 Mk 1/2 V20IU WORE USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and k for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MIT is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 tOi ka fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Infomralion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Souttstrn:Pine)SP)•:kumber is specified,she design values ase those effective O&fO1/2015 by AIR Job Truss Truss Type Qty Ply 5D R41832557 PL14-92_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15.40:19 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-vSzFo8JPue39YWPRgbjPTPQdB2AJ2KEgMQGIQIzOQSg 0I 2-121 10-7-7 I 2-6-0 I 1 1-2-0 II-41 Scale=1:28.3 4x4= 3x4 I I 3x8= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 13 2 3 4 5 6 7 8 9 10 e \II/ / _ a/ i '3I N e II o e e 17 ` 15 14 13 12 3x4 Il 3x6 = 3x8= 3x6= 1.5x3 II 4x4= 3x4= 1-0-4 0-10-12 I I 16-5-4 I 0-10-12 15-50 0-1-8 Plate Offsets(XX): 17:0-1-8,Edael.(12:0-1-8,Edgel,f17:Edae,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (lb/size) 16=1078/0-5-8 (min.0-1-8),11=655/0-2-12 (min.0-1-8) Max Gray 16=1078(LC 1),11=670(LC 4) ONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/281,2-3=0/281,3-4=-1662/0,4-5=-1662/0,5-6=-2516/0,6-7=-2516/0, (:;2 Ov WA 7-8=-1811/0,8-9=-1811/0 G A '› BOT CHORD 15-16=-147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 .7 '' Jiikr ti WEBS 8-12=-759/0,1-16=-431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=744/0, " y _ 'z, rl 3-15=0/1377,3-16=-849/0,9-11=-1582/0,9-12=0/1027 1 er NOTES 1)Unbalanced floor live loads have been considered for this design. ,� 49639.y1:4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 0 k�czs ' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ‹SCS 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 Sj NALV'' be attached to walls at their outer ends or restrained by other means. 5)CAUTION-,Doss backwards: .• 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 0 PR d 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��.x G5 ' �ofw LOAD CASE(S) Standards ', 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 $70 2 r Uniform Loads(plf) Vert:11-17=8,1-10=-80 Concentrated Loads(Ib) Vert:1-304(F) /,N/ V y fi"oj, OREGO - <4, ©S, A. HS RCP EXPIRES:06/30/2015 April 22,2014 t t WARE/TAS-Veofy design yaratnefers and READ NOTES ON 17117 AND INCLUDED MI15K REFERENCE PAGE MII-7473 fez 1/28/2014&E57RE0SE �� Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. 11 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Milek' !S.^ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fYl fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/Mil Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sauthern Pine ISP/lumber is specified,the design values ere those effective 06/0112015 to AI.SC Job Truss Truss Type Qty Ply 50 R41832558 PL14-92 UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:20 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-NeXd?UK2fyCOAf dOlEeOdyyfSfJnuNza40JykzOQSf I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 1 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 00 & N e a XX e e 1d 9 8 3x4= 3x4= XX 3x4= 3x4= I 3-1-2 31-10 3-9-10 1 4-4-10 416-? 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): (8:0-1-8,Edae1,19:0-1-8,Edae) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �'ONIo TOP CHORD 2-10=0/6 0,3-4=-732/0,4-5=-732/0 O BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0NI Cfi j► tik ti NOTES to I . (1 tri 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "fir be attached to walls at their outer ends or restrained by other means. It it ,0� ' 9639tzi GISTS LOAD CASE(S) Standard 'Z's/ONAL -AG‘ p PR o ss co ��")N£ 9 10-- ...-44,-- 4L- 87022PE s'r rCV p mAT OREGIIN c} </, 0 F BER '0' r,© �Q & HER D EXPIRES:06/30/2015 April 22,2014 f WAR51513-Verify design parsmeturs and READ 507ES ON 7HIS AND INCLUDED NITER REFERENZ PAGE 6fIf-1473 reit it 75/2014 BEFORE USE � . int Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Ariel(' fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/f911 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine 15P}tumlrer is specified She design vatues use thane effecsive 06/01/2411.3.by AIS{ Job Truss Truss Type Qty Ply 5D R41832559 PL14-92 UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mitek Industries,Inc.Mon Apr 21 15:40:21 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-rq5?DgLgQFKtnpZgx0ltYqV7RsOHWNn7pklsUBzOQSe I 2-6-0 1 0-5-6 1 1 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 I I 2 3x4= 31.553 I I 4 3s4= 51.5x3 I I • il ____%= e Ls_ N h. S de k e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 1-2-¢ 3-9-6 1 4-4-6 I 6-2-8 I 3-0-14 1-di 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edoel.18:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. „cIONTO r,_ TOP CHORD 2-3=-362/0,3-4=-362/0 �Z BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 Q p j WEBS 2-9=456/0,4 6=424/0 O i'" ', : 04 71 NOTES .. 1)Unbalanced floor live loads have been considered for this design. ..I _. 2)Refer to girder(s)for truss to truss connections. er 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. d 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 49639 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Q � IS'i.� k. be attached to walls at their outer ends or restrained by other means. '6‘.4' „16\ LOAD CASE(S) Standard (c.0 PROFts, moo; �N(')NE -9 (Si' 87022PE { Qs ` 1V y �Ar OR EGO rbc'"4,U '�0 SER 11 �e. vA. HE P EXPIRES:06/30/2015 April 22,2014 e WARNING-VeydesignparametersandREADMITESONTHISANDIM2IIDE0MTIEI(REFEREM1PAGEf4II-7473 rex 1/29/2314BEFOREIISE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and s for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the A py�g� ' erector.Additional permanent bracing of the overall structure is the responsibilityfY[of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,BSB-B9 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 Ni.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ,f Southern Pine ISP(ikernser to specked,the design values ace these effective 06/01/2093 3ry AIR Job Truss Truss Type Qty Ply 5D R41832560 PL14-92_UP F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:22 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-K1 fOQAMIAZSkPz8OVJG6522FQFHaFeKG2OVP1 dzOQSd I 1-10-12 I I 1-9-11 I 1 2-6-0 I I 1-2-0 11-0-5 Scale=1:29.4 1.5x3 II 4x10= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 p p • N p � O O p 16 5 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= I 2-1-12 I 16-10-12 I 14-9-0 Plate Offsets(X,Y): 16:0-1-8,Edgel,111:0-1-8,Edgel,f16:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 15=1642/0-5-8 (min.0-1-8),16=701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) 'tONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o hoc WAS t, TOP CHORD 2-3=0/259,3-4=0/259,4-5=1534/0,56=1534/0,6-7=1423/0,7-8=1423/0 } BOT CHORD 15-16=1530/0,14-15=1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, Q� .� !sem ' �, i 10-11=0/1085 .�, 0. WEBS 7-11-257/0,2-15=1613/0,2-16=0/1711,5-13=252/0,4-13=0/701,4-14=1231/0, } N 2-14=0/1449,8-10=-1171/0,8-11=0/549 NOTES g }'+0 '�49639 /147 1)Unbalanced floor live loads have been considered for this desi n. 2)Refer to girder(s)for truss to truss connections. SPS i . 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 764 lb uplift at joint 16. NAS. � 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. E� P R: ' � sLOAD CASE(S) Standard w NG2E0::: ✓V On ' BER 1'' �c. ` A. HS-C\ EXPIRES:06/30/2015 April 22,2014 $ WAR M3-Verify design parmesan and READ NOES ONTHIS AND MIMED atria REFERE/CIPASE1111-7473m_r,i/29/20314i ORE USENI Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �;�� , erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane,Norte 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Hei Citrus hts,CA,95610 uthm If Soapiem(NP(lumbar is upe ifcd,ttse designer frerx art these effective 66/02i201z 3ry ALEC 9 Job Truss Truss Type Qty Ply 5D R41832561 PL14-92_UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn40sHnThIyaUAczw0szX1 UYoDDmeWNwxtab17jC3RnLeFaSbfgs_F2QG2EzZ3zOQSc 2-6-0 1 0-5-10 I 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 0 O N N ° e e e 1 9 8 3x4= 3x4= 3x4= 3x4= I 3-1-2 3-210 3-9-10 1 4-4-10 416-8 8-8-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edoe),19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o�ONIO p, TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 Q (} WEBS 2-10=757/0,2-9=28/290,5-7=737/0 � +' r Gvy; '6i.„ NOTES Q'Z 11 1)Unbalanced floor live loads have been considered for this design. 7 1 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �4 ` 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 49639 be attached to walls at their outer ends or restrained by other means. Q0 (fix ) 4 LOAD CASE(S) Standard `�S1011,T lLLV" sik0) PR OA? 8JJ70022PE 9 SATOREG N q.,(2:'Qur g0 fi SER 1' 06, A H ¢ EXPIRES:06/30/2015 April 22,2014 II ®W4RNTNO-Vetifydesign parameters and READ N27ESON:NISAPID filat#DED 14170K REFEREPA00 PASS 1417-7473 ret!/l8/2214 9,EFOREU$E Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. l Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A,I(' ��- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [[YYtt fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crfleda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SP luxrf er'is specified,the design values are those effective 06/111/2013 by Job Truss Truss Type Qty Ply 5D R41832562 PL14-92_UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXlUY-oDDmeWNwxtabl7IC3RnLeFaOwfYW AJQG2EzZ3zOQSc 2-6-0 I 2-3-5 I F 1-2-0 I I 2-4-11 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 — : O N o - p ti B e 1� 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4-=- 10-6-13 10-8-13 11-5-5 I 10-0-5 101113 11-3-1311 16-5-8 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `h�ONIQ T, TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 Y* "1,4,, TOP BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 o -WAs0 , �WEBS 6-10=319/0,2-13=1648/0,2-12=0/1025,4-12=379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 C � NOTES m� 'Z. 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. ZZ4 or 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ` 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `'' be attached to walls at their outer ends or restrained by other means. 49639 4j' o GtsTE ' LOAD CASE(S) Standard Ss>CONAL. ,&C> <Ito PR Opp 1tt� �- 8 E 2PE �9r' to `� - �'j, OREGO c, u✓/ 90',8'-8ER .\\ P�q A. HE..401/4‘4" EXPIRES:06/30/2015 April 22,2014 WARNING-Ve::offdesign paramefersand READ NOTESONTHIS AND MUDDED MUSKREFERENCEPAGEMII-7473 reg.1/29/2023 BEFORE USE .,�� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p� � e erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fYi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualiiy Criteria,DS8-89 and BCSI Buiding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 if Seath ern Pine OP}k.arnites is wig es3,1•he design vahxes axe tMlau:tiective O6/G11263.313}ALSO Job Truss Truss Type Qty Ply 50 R41832563 PL14-92_UP F13 Floor 6 1 Job Reference lootionall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:24 2014 Page 1 ID.j7axn4OsHnThIyaUAczwOszX1 UY-GPn8rsNYiAiSeHIPd8IaAT7Xn3vFjbjZVi_W5VzOQSb I 2-6-0 I 1 1-1-11 ii 1-2-0 II 1-2-5 1 Scale=1:33.6 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 I _ oogoor_ e 00000/_ o /�_ e i� N r��f • ce e 11 kr 1. 15 14 13 12 3x4 = 3x8= 3x6= 3x4= 4x4 = 3x4= 14-8-11 15-5-3 I 14-0-3 14-1-111 115-3-1111 19-3-0 I 14-0-3 o-- 0-7-0 3-9-13 0-7-0 0-1-8 Plate Offsets(X,Y): 112:0-1-8,Edael.113:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=841/0-4-4 (min.0-1-8),11=841/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .:14OHIO TOP CHORD 2-3=-3066/0,3-4=-3066/0,4-5=-3885/0,5-6=-3885/0,6-7=-2736/0,7-8=-2736/0,8-9=-2736/0 YY- BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 0$ As.47,i "Y o WEBS 7-13=0/459,8-12=585/0,2-16=1962/0,2-15=0/1347,4-15=723/0,6-14=0/583,6-13=940/0,9-11=1985/0, C.) AS} 's 9-12=0/1209 .¢7 A ° ., �O. NOTES i N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. �s r F� 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . 49639 '� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to C),4,- 'b/ST1LR be attached to walls at their outer ends or restrained by other means. S ' LOAD CASE(S) Standard — —- -- -1Ff- ��,?0 PRQp616, 8 • 2PE r- t - (f> V , t �'O)` OREGO ci 40 ©S A. HER P EXPIRES:06/30/2015 April 22,2014 B WARNING-Verify design paramefers and READ ROTES ON THIS AND IN2.1/DED MITE/{REFERENCE PAGE 1,1II-7473 sex 1/2912314 BEOREUSE • Design valid for use only sdth M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �p Frei(' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 9Yi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/tPi1 Quallly Cdleda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southere Pine I Isrnlser is pesWwf,the design vatues axe those effective ie/ill/21:11.3 by ALSG I Job Truss Truss Type Qty Ply 5D R41832564 PL14-92 UP F14 Floor 6 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXl UY-kbKW3COATUgJGRtbAsppjgfleTHOS7RikMj3eyzOOSa 2-0-0 1 1-10-1 1 1 1-2-0 1 1 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 3x4= 7 e a u 0 N ' — e 1 11 10e 9p 8�j 3x4= 3x5= 3x4= 1.5x3 11 3x4= I &2-9 18-9-9 19-4-9 I 12-0-12 1 &2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): (6:0-1-8,Edgel,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DE FL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONIO TOP CHORD 2-3=1397/0,3-4=-1397/0,4-5=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183j,Sz WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 NOTES i.. 9 T" ` U 1)Unbalanced floor live loads have been considered for this design. i= N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `- 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d be attached to walls at their outer ends or restrained by other means. 16 4:," 4963le 4. LOAD CASE(S) Standard ''4" NAL' CS\ IONALE <('Y,Ea PRQp. 144, `c- 87O22PE 9i' y(P t� ��„ OREG N ,-15=',.,44/ 9Orl $ER N -' 4.3 A. Heb EXPIRES:06/30/2015 April 22,2014 t, WARNING-Ve,:iy design paistne tars and READ AWES ON THIS AND,'4 UDEII P1175K REFERENCE PAGE1411-1473 ran 1/19/2214&NFOREUSE �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. [Q Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the `a,� � m erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding () fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 1f Southern Pine ISPP}tsarnber is specified,the deuS ss valuers are those elfece ve D&f0S/2013 fry AUG Job Truss Truss Type Qty Ply 50 R41832565 PL14-92_UP F15 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-kbKW3COATUgJGRtbAsppjgfhITGkS57ikMj3eyzOQSa I 2-6-0 I I 2-0-15 I I 1-2-0 I?-4-51 Scale=1:24.8 404 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 e N CZA 4- ° 13 12 11 10 3x4 = 3x6= 3x4= 4x4= 3x4= 10-6-7 11-2-15 I 9-9-15 9-1117 111-1-7 I I 14-2-12 I 9-9-15 0-1.8 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(KY): 110:0-1-8,Edge1.111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=620/Mechanical,9=620/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0'ONIO tZti. TOP CHORD 2-3=-1996/0,3-4=-1996/0,4-5=-1633/0,5-6=-1633/0,6-7=1633/0 �+�� BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 (3 o�WA.S ►. ::: 6-10=-744/0,2-13=1389/0,2-12=0/765,4-11=582/0,7-9=-1441/0,7-10=0/948 CJ ,'W .0, ,. 1.•�d Is + N 1)Unbalanced floor live loads have been considered for this design. / 2)Refer to girder(s)for truss to truss connections. e/ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. , € 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to OAj, 'o =CRS ty be attached to walls at their outer ends or restrained by other means. 'C'S1 ,�,C� (S'-OVALS LOAD CASE(S) Standard c- v,0) PR OP4-,.., 87022PE <" / p 't�,, OREGO ifQ�l/ 0 MgER 1.s. '' 0" A. HON EXPIRES:06/30/2015 April 22,2014 WARNING-Testy design para:rletrs and READ NO 70S ON WE AND IMZIIDED M77€K REF€R€M'M PAGE NII-7473 rat(/29/2014 WORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 14111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MITA' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M !l fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Balding Component 7777 Greenback Lane,Suite 109 Safety Infomratlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ill Southexn Pasel>pj lumberis specked,the design values are those elective 06/0112013 fry 54$ Job Truss Truss Type Qty Ply 50 R41832566 PL14-92_UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 1540:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-CouuGXPoEoy9uaSnkZL2FuC ftLBenszOTdAOzOQSZ 1-4-12 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 5 4 3x4= 3x4= 2-11-12 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 o'tONTO N, NOTES (:§P � WASjzr, 1)Refer to girder(s)for truss to truss connections. W qvy 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / /r ?' -0.' ,c1 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to co ii be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. t' The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). "d '0 49639 m LOAD CASE(S) Standard NAG.\ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 "sioN k Uniform Loads(plf) Vert:4-5=10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) 4 PROFt-S' `r 87022PE N ytCk /v - OREG•N 4i9 �r .,S A. NESP EXPIRES:06/30/2015 April 22,2014 t e ®tfARNTM-Verify design parametrs and READ NOTES ON MIS AND INCLUDED MTIER REFERENT PAGE t4TI-14l/3 rex 1/29//Slit WORE USE MUMMA Design valid for use only with MTek connectors.This design is based only upon parameters shown,and h for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �° !' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute 781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP}lumber is rogesitled,the design vaihsex are these effective 06/012/2O13 tryALSC Job Truss Truss Type Qty Ply 513 R41832567 PL14-92 UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-CouuGXPoEoy9uaSnkzL2FuCyuth?BcTsz0TdA0zOQSZ 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 0 0 NA XXe e end 1C 9 e 8e3x4= 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): f8:0-1-8,Edgel.f9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incl NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ....AIONIO 1j' , TOP CHORD 2-11=-926/0,3-11=926/0,3-4=-926/0,4-5=-926/0 y+' `Ct�� BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 j7 1.WAS..jn. "Y WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 C.) /"`"', "�''YY NOTES ++' to , "7i.-. tl 1)Unbalanced floor live loads have been considered for this design. 1 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '�,` 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to t 49639 cti be attached to walls at their outer ends or restrained by other means. O c ' 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. + xsT R \ The design/selection of such connection device(s)is the responsibility of others. Sj0NAL 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). WM LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,R,,O) PR Opp. Uniform Loads(Of) tS' Vert:7-10=-8,1-6=-80 CG...:z , `i NEAR`SO�9 Concentrated Loads(lb) Vert:11=-169(B) CC. 87O22PE r " N '' , .'A,0),OREGO1U 0 " B \' ‘4.`1©s, E „\„,,,v- A. HE EXPIRES:06/30/2015 April 22,2014 t , WARNING-Ver fg design yars:metso and READ NOM ON no INCLUDED FINER REFERENCE PAGE 0111-1473 me,i/29/2014 05t0REUSE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the /E'Te`R'^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !VI 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 1f Southam Pine ISP1 Wen:bet is specified,the design values ere theseeffextiue 0Zlet 3/2033 by MSC Symbols Numbering system a General Safety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y ID y ° offsets are indicated. I (Drawings not to scale) Damage or Personal Injury raM Dimensions are in ft-in-sixteenths. 1� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I .. p bracing should be considered. r O 3. Never exceed the design loading shown and never Ostack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 8 6-7 -6 designer,erection supervisor,property owner and plates 0 'na' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC E$Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated by symbol shown and/or SYP represents values as published specified. ibyprAWCsents inALtheC 2005/2012apprved/nNDS by text in the bracing section of the SP reeSoew values 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING �.- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 Mitek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and picturesi before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iMTel is not sufficient. BCSI: Building Component Safety Information, M ( 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 Milek© 1,e INA mc 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95810 Telephone 916-676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: I, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber&Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, p R Ott pt :IP <9 444:. r4 0 22 PE oi tFEGoti 14„„. tcZt- 447 41. /2:1 478 A EXPIRES: 63019 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. ::„.it,i 4,..1 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). N.)01/4". • r 'i §t +1 1 . l' ' i �"� aO. tb i + . ' -. '. 30\ i-2/,'/-7 EXPIRES 613-01)--5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9.10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(•2906) 618 10-11=(-2326) 10538 4.10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11-12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12.13=(-1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF;LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5-12=(-2114) 342 TC UNIFILL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0" TO 9'- 7.5" V 7- 8=(-6686) 1490 12- 6=( -612) 2824 TC UNIFILL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5" TO 11'- 7.5" V 6.13=(-4768) 1062 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TO CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0" 0'- 0.0" -682/ 3075V -34/ 41H 5.50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 9'- 7.5" 11'- 7.5" -1228/ 5488V 0/ OH 5.50" 8.78 KDDF ( 625) ADDL: BC CONC LL+DL=3584.0 LBS @ 6'• 0.0" Connector plate prefix designators: �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinp. 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 REQUIREAENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,001' @ -I'• 0.0" Allowed = 0.100" ( 2 ) complete trusses required. BOTTOM ;MORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001' @ •1'- 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060" @ 5'- 9.8" Allowed = 0.535" nails staggered at: MAX TL CREEP DEFL = -0.178" @ 5'- 9.8" Allowed = 0.714" 9" oc in 1 rows) throughout 2x4 top chords, **HANG(R BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015" @ 11'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0" '( 1-11-11 7-08-02 1-11-11 T '' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce-resisting T 21.30# 21.30# system and components and cladding criteria. 12 12 10.00 7 N10.00 Wind: ) 0 m 2 , ASCE AllHeights), Enclosed, Cat.2Exp , MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 -4 -5- M-5x10 co - -,! --'- .,H-- 1 1 -;:__''' ''''\._1-- / 441114:L c", c.o - 9 10 11 12 13 8 0 M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 j3584# ), y r ), y y 1- 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 y 1, y 1-00 11-07-08 t PRO � Ork.,,, JOB NAME: POLYGON PLAN 5-D NH AH1 Sale: 0.4231 �l WARNINGS: GENERAL NOTES,unless otherwise noted: ri"3,iJ i,- �(-"' and Warnings r afore ont contractor hould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 7L i_ 1.Builderdand erection contractor 3 { p rybracing n commences. building component.Applicability of design parameters and proper r (- Truss: AH 1incorporation of component is the responsibility of the building designer. 3.Additional temporary Hest be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 2.204 compression web bracing m DES. BY LJ `nsure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 'rr , is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f � � ry �f,. cc 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ""4v GO t. 'V SEQ. : 6051299 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 ,� , n i design loads be applied to any Component. and are for"dry condition"of use. G AT'. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if C�n " fabrication,handling,shipment and installation of components. Design as. � ^h A Si i V" Pm P 7.Design assumes adequate drainage is provided /'7 1..1•' 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. it coincideictwith jointcenterinches.9. Digits indicate size of plate in Inches. Cc. r1 J MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12!31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-64) 38 1 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 BST) uplift at 24 "mc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TO PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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=loft, 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 o in the plane of the truss only. 0 c N co,,,_ o O� 4 M-3x4 y J, 1, 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3] JOB NAME : POLYGON PLAN 5-D NH - AJ1 ` Scale: 0.6772 ( �'� S .- re11` WARNINGS: GENERAL NOTES,unless otherwise noted: er��3 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 =JG 1+PE r Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and properipp 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o,c.respectively unless braced throughout their length by .r is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood .+��! ry �.y„ sheathing(TC)uired or drywall(BC). "c,. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f^ SSE /� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '1F' OREGON ., 4,j E Q. : 6051300 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L design loads be applied to any component. and are for"dry condition"of use. /"„+.,: 'Q}!' r(} -.'�... TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if *u fabrication,handling,shipment and installation of components. necessary. 'R A i �,,, j 7.Design assumes adequate drainage is provided. {'#rl 4" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I VIII II II HID 010 VIII 1111 III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide ijoint center lines. size 9.Digits indicate size of plate in inches. 10. r�y MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 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" -41/ 322V .44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 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" 12 --/ MAX BC PANEL LL DEFL = 0.002° @ 1'- 0.1" Allowed = 0.054" 10.00 7 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" P MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. chi v o - c, >= 41.. --- -/ M-3x4 1, ), .1 y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING(Jts:2,4,3I c.0 PR Ogees, JOB NAME : POLYGON PLAN 5-D NH AJ2 �4\` GINES Scale: 0.6371 " 0 7. -TrusWARNINGS: �'�. GENERAL NOTES,unless otherwise noted: 1. 1.Builder and erection contractor Should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .792 II II�'E (- Truss: s: AJ2 and Warnings before constructiqn commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing m st be installed where shown♦, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r ,. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "p +�^""- DES. BY: LJ is the responsibility of the erect .Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). npG f�r� DATE: 9/5/2014 the overall structure Is the respohsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON Ltd K.! SE /� ir 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -+"' O S E Q. : 6051301 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t� {� 0 4. h 4 design loads be applied to any component. and are for"dry condition"of use. 9 1 4 "Z, t� TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If �'`�jry C3 p fabrication,handling,shipment and installation of components. necessary. "'^R A i ti- V P P 7.Designlaesassumesadequateonedthi ae isprovided.sa. • POW- 8. 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 --1111111111111111111 TPIANrCA in BCSI,copies of which will be furnished upon request. Digit coincideitwith joint center lines. 9.Digits iasize of tplate ein inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-138) 101 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"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" -27/ 313V -63/ 178H 5.50" 0.50 KDDF ( 625) 1'- 9.2' -55/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50" 0.23 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 pof./ uplift at 24 "00 spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ, LL DEFL = -0.001" @ 5'- 7.9' 12 MAX HORIZ, TL DEFL = -0.001" @ 5'- 7.9" 10.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, )All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, CV Truss designed for wind loads o in the plane of the truss only. II) CO v 7 o� ►�/- 4 110"="11 1 M-3x4 y y J" y 1-00 2-00 3-08-11 'PROVIDE FULL BEARING;Jts:2,4,3] C ,,`0 PROs. JOB NAME : POLYGON PLAN 5-D NH - AJ3 ev ��''��('''77tt11N -� Scale: 0.5270 t�7y�(,/y 1 ti' WARNINGS: GENERAL NOTES,unless otherwise noted: l i��yyy✓/tom 1.Builder and erection contractor should be adWsed of all General Notes 1.This design is based only upon the parameters shown and is for an individual •1 r E 1- TrussTruss: : AJ 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. 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.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P y continuous sheathing such as plywooding(TC)and/or drywall(BC). v.. ,M f DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 444, /� 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. 1h ^V S E Q. : 6051302 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �+, A -7 A design loads be applied to any component. and are for"dry condition"of use. /C! }'• 7+4 ',� TRANS I D: 4O!540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. Design . l*R Rik- 6. necessary. assumes adequate drainage Is 1 twos, z-^r'k t L» 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center <-- 11111111111111111111 TPI/WMA in SCSI,copies of which will be furnished upon request. git coincide with jointanr lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ BIH 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 ssfl 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 = 0.003" @ -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" T T MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 I MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0111111 load duration factor=1.6, Truss designed for wind loads C111 in the plane of the truss only. 0 0 N C7/- V c, 11111111 4 low=10.4 M-3x4 1 y ), y 1-00 2-00 (PROVIDE FULL BErRING:Jts:2,4,31 o_D RROres JOB NAME : POLYGON PLAN 5-D NH ASJ1G+N7" s Scale: 0.6772 �5/l WARNINGS: GENERAL NOTES,unless otherwise noted: s r 921 1.Builder and erection contractor ghould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,' = S♦1 PE r Truss: ASJ 1 and Warnings before constructitn commences. building component.Applicability of design parameters and proper yIlp 2.2x4 compression web bracing must be installed where shown♦, incorporation of component is the responsibility of the building designer. 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at41111 DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by mmr"" is the responsibility of the erectof.Additional permanent bracing of continuous sheathingsuch asplywood -" DATE: 9/5/2014 responsibilitybuilding designer. Impactg,gSriquired where sown drywail(BC). the overall structure is the res ohslbilit of the 3.2x bridging r lateral bracing required shown++ OREGON s^�n CC 4, No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. 4_+✓F3 EGON tx 44, SEQ. : 6051304 fasteners are complete and at no time should any loads greater than 5.Des gn assumes trusses are to be used in a non-corrosive environment, L- 'a7 N. As design loads be applied to any component. and are for"dry condition"of use. fb 'I}r 14 2) -.�.:. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if CJ fabrication,handling,shipment and installation of components. Dnesign assumes r'T R Ii { 7. laesassumes atedadequate drainage iso truss, 4-1» 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with jointacenter nce. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 19-11-06 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1- 2=(-4208) 990 1.12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12.13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13.14=( -674) 2628 3-13=( -126) 758 8.19=(-3356) 864 2x6 KDDF #2 A LOADING 4. 5=( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15.16=( -580) 2416 14- 4=( -368) 1860 TO LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5836) 1502 16.17=( -528) 2170 4-15=(-7398 1894 BC LATERAL SUPPORT <= 12'OC. UON. IC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 11.5" V 7. 8=(-4484) 1176 17-18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5" TO 19'- 11.5" V 8- 9=(-3932) 1020 18.19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 11.5" V 9.10=(-5328) 1322 19-10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.D" TO 14'- 11.5" V 10.11=( 0) 72 6.17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADOL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50" 7.82 KDDF1485 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5" -934/ 3796V 0/ OH 5.50" 6.07 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ( ) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND, 2: Design checked for net(-5 osf) uplift at 24 "oc spacin0.1 Join together 2 ply with 3"x.131 DIA GUN r7inails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.032" @ 4'- 1.6" Allowed = 0.400" 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062" @ 4'- 1.6" Allowed = 0.533" 9" oc in 1 rows) throughout 2x4 webs, MAX LL DEFL = 0.036" @ 14'- 1.5' Allowed = 0.537" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100" @ 14'- 1.5" Allowed = 0.717" MAX LL DEFL = -0.001" @ 20'- 11,5" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 20'- 11.5" Allowed = 0.133" 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 T T 1 T MAX HORIZ. LL DEFL = -0.009" @ 19'- 6.0" 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0" f 12 1 ' 128# < � 12 f T lipT128# ' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 10.00 7 N 10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 • Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, D � Iiiiiiih.. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-5x16 Truss designed for wind loads M-5x1 1 M-3x4 M-5x12 M-1"5x3 in the plane of the truss only. '4041111I�3 ''4 5 o 11® ® �®�. o ��®li 11111111166. o 1 12 13 14 15 16 a 17 18 19 '��1 M-5x8 M-4x6 M-3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x10 0 .1 y y y M-8x14 y , y �y3584# y y 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 1, yyy 8-04-08 0-05-08 11-01-08 1-00 y y y (PROVIDE FULL BEARING;Jts:1.15.101 19-11-08 1-00 JOB NAME: POLYGON PLAN 5-D NH - BH1 4c� PR Opt s Scale: 0.2765 C7 '45/1'or { WARNINGS: GENERAL NOTES,unless otherwise noted: ) 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92,0I�©E i`~ Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atAlliPill �r DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 15'o.c.respectively unless braced throughout their length by r r e. continuous sheathing such as plywood sheathing(TC)and/or drywall BC. ! m DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ ( ) '-i. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �y_OREGON SEQ -a7 hbe Aty�"r/ TRANS I D: 407540 design loads be applied to any component, and are for"dry condition"of use. . -4/J- 1 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 ,iy, fabrication,handling,shipment and installation of components. necessary. A A i 7.Passumes atedadequate drainage iso truss, L. 6.This design Is furnished subject to the limitations set forth by 6,Plates shall be located on both faces of truss,and placed so their center I 11011111111(III)VIII VIII VIII(III(IIITPI/WTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. vr C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 43 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 294V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -73/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,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 soacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" i' '1 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.131" MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0,206" 10"00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does -v not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. FPWind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. cm .d- - O - c•, a <4 M-3x4 y y .) 1-00 4-00 (PROVIDE FULL BEAAING;Jts:2,3,4I ckt0 'R,,P JOB NAME: POLYGON PLAN 5-D NH - BJ1 Scale: 0.6882 es �. a WARNINGS: I GENERAL NOTES,unless otherwise noted: - ±(�'�"I,*+7 S' 1.Builder and erection contractor hould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingrqmust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to fnsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at */ DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0,-We! m P Y continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). 'K. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /,- SE SEQ. : 6051306 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '+J fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non•cortosive environment, V�-t design loads be applied to any component. and are for"dry condition"of use. { 1 4 �� , TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1, 1 44 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. .P A 1i.-1'" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111011111111311111 TPIANrCA in BCSI,copies which will be furnished upon request. git coincideiitwith Jointche. 9. Digits idsize of tplate in Inches. v [ r n MiTek USA,InC.ICOfnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) EXPIRES:12!31/2'015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(•95) 77 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 332V -44/ 132H 5.50" 0.53 KDDF ( 625) 3'- 9 2" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 106V 0/ OH 1.50` 0.17 KDDF = ormpuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc sgacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'• 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX TC PANEL LL DEFL = 0.042" @ 2'- 5.3" Allowed = 0.305" MAX IC PANEL TL DEFL = 0.039" @ 2'• 5.3" Allowed = 0.458" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 7 10.00 I NOTE:Design assumes moisture content does / not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a, load duration factor=1.6, o Truss designed for wind loads co in the plane of the truss only. O M •M 4 INIO o� 4�� M-3x4 y y y 1-00 4-00 (PROVIDE FULL BEARING:Jts:2,4,3( JOB NAME : POLYGON PLAN 5-D NH - BJ2 -s•'(- �1 , Scale: 0.5824 .0* 15%1 { WARNINGS: GENERAL NOTES,unless otherwise noted: 444 !l✓ !N y 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 v 92 UPE f Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'Sc.. and at 10'Sc.. respectively unless braced throughout their length byr is the responsibility of the erector.Additional permanent bracing of ��f"t�s w ,0110' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,g��OREGON '{ SEQ. : 6051307 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , 4,T, NIX A, TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. / 1 ' 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Dnesign . A.�F IR t 7.Design assumes adequate drainage is provided. il. L-5. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111110111111101111111 TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES: �t f n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 L!31 i v1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2v( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( 2O5)171 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 BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -16/ 314V -64/ 179H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2" -139/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc3'- 9.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -v 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 = 0.009" @ 1'- 10.0" Allowed = 0.286" fi MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4' Allowed = 0.428° 12 10.007 MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21,6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. (+) •v• ITAIMMINIMIE - �� 5►24 1 M-3x4 y ) ) 1, 1-00 4-00 1-08-15 (PROVIDE FULL BEARING:Jts:2,5,3,41 ) PROp ". JOB NAME: POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270C ` i5% f:, WARNINGS: GENERAL NOTES,unless otherwise noted: L',� ±i �• I P {"" 1.Builder and erection contractor bhould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: BJ 3 and Warnings before constructipn commences. building component.Applicability of design parameters and proper 2.2X4 compression web bracing rhust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally t braced at - 41111.1P DES. BY: LJ responsibilityof the erecter.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,/+i. is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f � ��4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,, i.e.,,^ SEQ. : 6051308 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, q �� *- necessary. design loads be applied to any component. and are for"dry condition"of use. 14., AT- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ce sit assumes full bearing at all supports shown.Shim or wedge if y 1 yy - fabrication,handling,shipment and installation of components. ry Er7 A 10.- p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIII TPI VJfCA in SCSI,copies of which will be furnished upon request. lines co incide with jointanr linche. 9.Digits i ini ide size of plate in alines. EXPIRES:p+ n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-48) 41 1.3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"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" -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 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 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10,9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 1-11-11 NOTE:Design assumes moisture content does f ,r not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1141111111112/ load duration factor=l.6, 10.00 Truss designed for wind loads in the plane of the truss only. . 0 0 0 N M„_ Tr 0 o,- 1�� 3�1/ -/ M-3x4 ), 2-00 'PROVIDE FULL BEARING;Jts:1,3,21 0 PR pct, JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 )N '0 WARNINGS: GENERAL NOTES,unless otherwise noted: �y r�i1 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 'QC 9G 41 1 PE r:- TrussTruss: : BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �r 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ! r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�s DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,rms^ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as !tr DATE' 9/5/2014responsibilitybuilding designer. P bridging or plywoodguired where shown or drywall(BC). the overall structure Is the res onsibilit of the 3.2x Impact brtd m lateral bracingrequired where ++ OREGON {I- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. =7} ,,r'ti,,,rREGON W SEQ. : 6051310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ;c... \R` design loads be applied to any component, and are for"dry condition"of use. / }r O 1�' r(} �-.,. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. /1' +'f Fi 1t 7.Designassumes atedadequate hdrainage iso truss, 4" 5.» 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII VIII IIII IIIITPIMIrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 10. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-19s8(MiTek) CSP)rt .;12/311G nnqq V 1.5 • 111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2.10=( -983) 3050 3.10=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3345) 1280 10.11=( -749) 2567 10. 4=(-182) 615 WEBS: 2x4 KDDF STAND 3- 4=(-3184) 1317 11-12=( -413) 1876 4.11=(-746) 536 LOADING 4- 5=(-2473) 1183 12-13=( -791) 2399 11- 5=(-406) 1050 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5.12=(-406) 1051 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6.13=(-183) 618 OVERHANGS: 18.8" 18.8" 8- 9=( 0) 79 13- 7=(-300) 300 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CampuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ) 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 KDDF ( 625) 'COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.206" @ 25'- 11.9" Allowed = 2.154' MAX TL CREEP DEFL = -0.397" @ 18'- 0.0' Allowed = 2.872" MAX LL DEFL = 0.017" @ 45'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ 45'- 6.8" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.085" @ 43'- 6.5" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139" @ 43'- 6.5" T T T NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 1/ M 4x6 6.00 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 44, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1)! load duration factor=1.6, M-5x8(5) ` M-5x8(S) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" M-1.5x310/\ M 1.5x3 3 N CO v " MM MM "' o 0 1��M 3x8 M-3x4 10 13 16.25" 0.2512 M-3x4 M-3x8 \ o M-5x8(S) M-5x8(S) ), ) )- ), y ), ; y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y 1-06-12 44-00 1-06-12 JOB NAME : POLYGON PLAN 5-D NH ClIN Scale: 0.1506 /5 J 7 aim 444 WARNINGS: GENERAL NOTES,unless otherwise noted: G l'(''j'/f(F { 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 Truss: C and Warnings before constructs n commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing st be installed where shown+, incorporation of component is the responsibility of the building designer. ,H4PF .,„ 3.Additional temporary bracing to nsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Iraq•"'" DES. BY: LJ is the responsibility of the erect r.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /r purrs P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f OREGON . SEQ. : 6051311 4. No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, I....- O W fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,+ design loads be applied to any component. and are for"dry condition"of use. 14., 1�, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e'oesigna assumes full bearing at all supports shown.Shim or wedge if �j 1 tt i ( {' fabrication,handling,shipment and installation of components. ry. �I 'li A 1 4-" pm P 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide with joint acenter liche. 9.Digitssindicate size of plate in Inches. MiTek USA,InC./CompuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 111011111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 79 2- 9=(-1042) 3021 3- 9=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3324) 1271 9.10=( -809) 2538 9- 4=(-182) 616 WEBS: 2x4 KDDF STAND; 3- 4=(-3164) 1308 10.11=( -431) 1847 4.10=(-746) 536 2x4 DF STAND A LOADING 4- 5=(-2452) 1174 11.12=( -780) 2358 10- 5=(-406) 1050 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5-11=(-396) 1027 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-3267) 1326 6-12=(-226) 561 12- 7=(-247) 336 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -342/ 2021V -247/ 257H 5.50" 3.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner = 2.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0,205" @ 18'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0,386" @ 18'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.083" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.135" @ 43'- 3.5" NOTE:Design assumes moisture content does 21-11-15 not exceed 19% at time of manufacture. 21-09-01 T T Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria, f f f T T f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 12 12 load duraHeigtion factor= 1.6 Cat.2, Exp.B, MWFRS(Dir), 6.001/ M-4x6 \I 6.00 4.0" Truss designed for wind loads 5 4h in the plane of the truss only. M-5x8(S) 0 0.25" M-255x8(S)". M-1.5x3 M 1.5x3 1( /\14114t /� .1.M-3x8 v - /Z 9 18 '( ,1' 11 12 A **8. o o M-3x8 M-3x4 .25" 0.25 M-3x4 0 M-5x8(S) M-5x8(S) y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 y 1-06-12 43-09 0 PR Ope JOB NAME : POLYGON PLAN 5-D NH - C3 *S... 61,,,,, Scale: 0.1508 � 5 11'Y } WARNINGS: GENERAL NOTES,unless otherwise noted: SC! tt�"�r.�yy /��^^yy C37' 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 0 0 t�E r Truss: C3 end Warnings before construction commences. building component.Applicability of design parameters and proper �,+^ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,,, " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 ren^ continuous sheathing such as plywooding(TC)and/or drywall(BC). . DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ /�,�� SE/1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON t, 'K/ W. : 6051312 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A.y A", design loads be applied to any component. and are for"dry condition"of use. f,�0++,, 7"'q), 2- °' .*- T BANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if V q� 14, fabrication,handling,shipment end installation of components. necessary, `Y7, '`n't_"- 7.Design assumes adequate drainage is provided. (. it 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII IIII VIII IIII IIIITPINVECA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.13=(-1956) 5870 3-13=( -154) 354 2x6 KDDF #1&BTA T2, T3 2- 3=(•6766) 2286 13-14=(-3060) 8274 13- 4=( -486) 1888 BC: 2x6 KDDF #1&BTR LOADING 3. 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15.16=(-3048) 8220 6.14=( -92) 754 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5996) 2126 16.12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 121OC. UON. TC UNIF L(.( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 6- 7=(-8588) 3228 7-15=( -534) 394 BC LATERAL SUPPORT <= 12"OC. UON. IC UNIF L_( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF L_( 0.0)+DL( 40.01= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8-10=(-5882) 2106 8.16=(•2866) 1340 9-10=( 0) 0 10.16=( -482) 1834 NOTE: 2x4 BRACING AT 24"0C UON, FOR TC CONC LL( 416.7)+DL( 116.71= 533.3 LBS @ 10'- 0.0' 10.11=(-6614) 2318 16.11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11.12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0" REQUIREMEITS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SC.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHARD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1150/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) Connector plate prefix designators: AND BOTTOMCHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0" -1095/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT seriesJoin together 2 ply with 3"x.131 DIA GUN 'GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 91 oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 91 oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269' @ 22'- 0.0" Allowed = 2.142" 9� oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532' @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.078" @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.127" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads in the plane of the truss only. 5-01-03 4-04 0-06 08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 T T f533.30# T T T 33.30# ' T 12 12 6.001/ M-7x8(S) M-5x6 M-3x5 e y M-5x6 M-3X5 0.25" F T2 6 y T3 8 %� M-1.5x3 \/\/ M-1.5x3 + + 1 M M-3x8 0 o o �M 3x8 M-13 3x8 10.25" 0.255 M 3x8 12 M-7x8(S) M-7x8(S) y y > y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y . y 1-08 43-09 <10 RRQpz JOB NAME: POLYGON PLAN- 5-D NH CH1 �-c' /��' )' Scale: 0.1499 Atr v7c�/�y5// ' c� WARNINGS: GENERAL NOTES,unless otherwise noted: !f] ;F1 C' �"' 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual J L and Warnings before construcli n commences. building component.Applicability of design parameters and proper ,r Truss: CH1 Incorporation of component is the responsibility of the building designer. l 2.2x4 compression web bracing m st be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to sure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 4 DES. BY: LJ Is the responsibility of the erect .Addeional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'', j DATE: 9/5/2014 the overall structure is the respo sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �f, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "rf OJ , W SEQ. : 6051313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ' design loads be applied to any component. and are for"dry condition"of use. '2- ty TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if A`� CXi fabrication,handling,shipment and installation of components. Dnesign as. `t"( Cy A 1{ +" V P P 7.Design assumes adequate drainage is provided. r'k 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII II II VIII Hill VIII VIII I II ill TPI WfCA in BCSI,copies of which will be furnished upon request. git coincideictwith jointche. B. Digits dsize of tplate in Inches. MiTek USA,Inc./COmpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'• 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2.13=(-1346) 2900 3.13=( -97) 178 2x6 KDDF #1&BTR 72, T3 SPACED 24.0" O.C. 2- 3=(•3372) 1652 13-14=(•1691) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF #1&BTR 3. 4=(-3183) 1579 14-15=(-1739) 4230 13- 6=(-1371) 647 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15.16=(•1701) 3873 6-14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-2791) 1452 16-12=(-1313) 2765 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7.15=( -276) 155 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8-10=(-2734) 1407 8.16=(-1397) 647 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10-16=( -367) 997 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3118) 1527 16.11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -404/ 2034V -104/ 114H 5.50' 3.25 KDDF ( 625) vertical members (uon). 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: 'COND. 2: Design checked for net/-5 psfl uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167° MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.293" @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.510" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.082" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.122" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads f f T "( in the plane of the truss only. 5-01-03 4-04 3-05-09 2-09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 T T T T T T T T T T T 12 5 9 12 6.001/ M-7x8(S) \I 6.00 M-5x6 M-3x5M 4x6 6 7 )51.25" .25" M-3x56 T2 .. i3. + M-1.5x3 \/\/ ..M-1.5x3 + + t °' M-3x8 i 0 v ... ,,, o 13 14 'r 'r j5 16 *12o o M-3x8 M-3x8 0.25" 0.25' M-3x8 o M-7x8(S) M-7x8(S) y y 1, y y y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - CH2 .. INE' 0 Scale: 0.1499 X5/17' (, WARNINGS: GENERAL NOTES,unless otherwise noted: '1921 7C� "Y„ /�L.1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual f€" Truss: C I 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,./"x /"! 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by j 1ia•�^' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ._+"" � "" DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n f w SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "f7 OREGON 4"SE Q ] �� TRANS I D: 407540 design loads be applied to any component, and are for"dry condition"of use. 6. / }�' i 4 ?- 5.CompuTms has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage isprovided. 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. O.Digits indicate size of plate in inches. EXPIRES;[* J n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Cat-(RES:1 nL/31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1067) 2889 3.13=(-152) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3317) 1286 13-14=( -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3. 4=(-3114) 1250 14-15=( -700) 2439 4.14=(-524) 357 2x4 DF STAND A LOADING 4- 5=(-2567) 1138 15-16=( -700) 2439 14- 5=(-276) 797 ' LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16.17=( -882) 2558 14- 7=(-435) 182 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7. 9=(-2213) 1074 7-16=(-457) 180 8- 9=( 0) 0 9-16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9-10=(-2551) 1111 16.10=(-489) 344 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3039) 1229 10-17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3218) 1283 17.11=( -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0° -321/ 2034V -182/ 191H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' JT 12: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.201" @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.389" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.085" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.142" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19+r at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting ( ( '( '' system and components and cladding criteria. 5-02-03 0-04-08 5-04.05 5-05-11 5-04-06 .( 1' 11' '( TT T ' T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-07-06 5-05-11 5-04-05 0-04-08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T '( T i' Pi '( T load duration factor=1.6, 12 12 Truss designed for wind loads M-4x6 M-4x6in the plane of the truss only. s.Do V M-5x6(S) M-3x8 8 6.00 7 r M-5x6(5) 0.25",000/0°/"° .25" 0.25" 0 M-1.5x3 M-1.5x3 4\ A M-3x10 0 g o v µ Y '� 15 -WIN 17 *92 o IM-3x8 M-3x4 13 tU.25" M-1.5x3 0.25' M-3x4 0 M-5xB(S) M-5x8(S) J, > y y y y J, y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). J v\ .0 PR Ore, NAME : POLYGON PLAN 5-D NH - CH3 Scale: 0.1483 -\ec, 11 'G ' WARNINGS: GENERAL NOTES,unless otherwise noted: e JG. SPE t' Truss: CH3 1.Builder and erection contractor ouid be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J and Warnings before constructs commences. building component.Applicability of design parameters and proper ,✓ 2.2x4 compression web bracing m st be installed where shown+, incorporation of component is the responsibility of the building designer. f 3.Additional temporary bracing to sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0410014., DES. BY: U is the responsibility of the erect .Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / +ww P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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", vv v SEQ. : 6051315 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 44, /, `'"4}f 1 4f`'-' � ��t� design loads be applied to any component. and are for"dry condition"of use. y. Cyt',. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ��}},�, C3 fabrication,handling,shipment and installation of components. necessary. 't''I 'L1"�R I�>- L+ P P 7.Design assumes adequate drainage is provided. r�11 f-5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I I IIII VIII VIII VIII I III II I IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideictwith jointcenter nche. a.Digitssini dsize of tplate in inches. EXPIRES: r�7 rrq MiTek USA,Inc./CompuTrus puTfua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 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) 84 2-14=(-1262) 2926 3.14=(-151) 164 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-3337) 1610 14.15=(-1142) 2696 14- 4=( -22) 359 WEBS: 2x4 KDDF STAND 3. 4=(-3135) 1578 15-16=(-1120) 2476 4.15=(-523) 297 / LOADING 4- 5=(-2589) 1493 16-17=(-1120) 2476 15- 5=(-357) 819 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18-12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7-17=(-463) 298 8- 9=( 0) 0 9-17=(-357) 819 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2589) 1493 17.10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3135) 1578 10.18=( -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3337) 1610 18.11=(-151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=( 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (son). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: D'- 0.0" -444/ 2038V -198/ 1988 5.50' 3.26 KDDF ( 625) ( prefix) 44'- 0,0" -444/ 2038V 0/ OH 5.50' 3.26 KDDF ( 625) C,CN,CI8,0N18 or no = Com puTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series '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 = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.254" @ 27'- 5.3" Allowed = 2.154" MAX TL CREEP DEFL = -0.403' @ 22'- 0.0' Allowed = 2.872" MAX LL DEFL = 0.022" @ 45'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 45'- 8.0' Allowed = 0.222" MAX HORIZ. LL DEFL = -0.101" @ 43'- 6.5" 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145" @ 43'- 6.5" x 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04 3-03-09 5-05-11 5-02-03 5-07-06 notEeceedn assumes moisture content does ( '1 f ' f f f f '1 1` not exceed 19% at time of manufacture. 12 6 8 12 Design conforms to main windforce-resisting 6.001/ ' M-4X6 M-4x6 \16.00 system and components and cladding criteria. M-3x8 5 7 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) load duration factor=1.6, 0(25" M-5x6(5) Truss designed for wind loads 0.25" in the plane of the truss only. 0 v?. co M-1.5x33 +;. ,+ ,M-1.5x3 41\ /1\ M M O .w w a r 4- 21 '� 18 �\3 o C, 14 M-M-3x8 3x4 1 16 "25 M-1.5x3 0.25�7 M 3x4 M-3x8 0 M-5x8(S) M-5x8(S) y y 1, ), .1 y 1, y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 y 1-08 44-00 1-08 ` 0 RR C? S JOB NAME : POLYGON PLAN 5-D NH - CH4 5 „1,0 E' �r Scale: 0.1623 C„„,c,0 'C' '15/1 ' Q WARNINGS: GENERAL NOTES,unless otherwise noted. ` sr^��7 7' -5'.' 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 ',• z-7G 11,t�E r Truss: CH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ;,,"" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rrr�.. DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length byjes.� p y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,40.(404o„,. CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ may, 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. "7ff OREGON 1k {j SEQ. : 6051316 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Y -j N. 4 design loads be applied to any component. and are for"dry condition"of use. /A "� ,� r(} �'4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C! fabrication,handling,shipment and installation of components. Design ne sign as. "-R R t A 7.Pesignassumescaed onedthi face Isprovided.sa C L 6.This design Is furnished subject to the limitations set forth by B.plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrum Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-71) 97 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" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50° 0,21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing,) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX IC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" 1-02 MAX IC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" ,r T MAX BC PANEL LL DEFL = 0,006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0,019" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -v Wind: 140 mph, h=19.7ft, TCDL=4.2,B0L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 10.00 /4 o Truss designed for wind loads o in the plane of the truss only. .4- c4 C"),,_ Cr /0 o� ><4 M-3x4 1, y y 1-00 1PROVIDE FULL BEARING:Jts:2.3.41 6-00 `,t0 PR°red' JOB NAME : POLYGON PLAN 5-D NH -' CJ1 Scale: 0.6954 ��' �1t� ' rs,0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1-(', 92 ;!' 'S'1,,. 1.Builder and erection contractor sihould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing mnst be installed where shown+, incorporation of component is the responsibility of the budding designer. ,r 3.Additional temporary bracing to 6nsure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „i rr �^ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „..04411...- DATE: (�"• DATE" 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON l�- 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ",V.e `c/ SEQ. : 6051317 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� 4, NA Q` 1, design loads be applied to any component. and are for"dry condition"of use. © �` 14, '2, h TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if {y p- necessary. R R 11.. V fabrication,handling,shipment and installation of components. 7. necessary. ss assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPIMlrCA in SCSI,copies of which will be furnished upon request. lines coincidewith jointcenterche. 9. Digits indicatesize of plate in inches. n t n MITekUSA,InC./CompUTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII0111II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-60) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50° 0.49 KDDF ( 625) 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100° 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 1' .( MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.5' Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6" Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 10.00 7 MAX HORIZ, LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" -,' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 14D mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. M,,- riAllIMIMIMIIMINIIMIMIIMIMIEO ' �� 4 -A M-3x4 y y y 1-00 1PROVIDE FULL BEARING;Jts:2,3,4I 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ2g��I 'q �' Scale: 0.6704t.CP* I 1 I!! / WARNINGS: GENERAL NOTES,unless otherwise noted: £�11 E-�q- "r1'�-•, /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - 7211♦1 r'i_ Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. fes/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fir. 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 .ttIf r�' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l- CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON , /�r� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. i 1}�v",rR EGON `<I SEQ. : 6051318 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, s- '7 ,s,' As design loads be applied to any component. and are for"dry condition"of use. /6 •7.}r ,� e 2:0 �..... TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. necessary. , �*R Ali ? 7.Designlaesassumes adequate ne hdrainage iso truss, L: 4-�.. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III) VIII 111 VIII HI IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request git coincideiatwith jointcenterches B.Digits indicate size of plate in inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(-49) 63 3.5=( 0) 76 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-118) 14 5.6=(-30) 95 3-6=(-99) 31 WEBS: 2x4 KDDF STAND; 3.4=( -17) 31 2x4 OF STAND A LOADING 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"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -44/ 292V -27/ 91H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacinq.� BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2.04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" MAX TC PANEL LL DEFL = 0.003" @ 0'- 11.5" Allowed = 0.081" 12 MAX BC PANEL TL DEFL = -0.003" @ 1'- 9.5" Allowed = 0.116" 10.00 V MAX BC PANEL TL DEFL = -0.006" @ 3'- 9.0" Allowed = 0.140" MAX HORIZ. LL DEFL = 0.001° @ 5'- 3.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.3" 00000/_____tw NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. r Design conforms to main windforce-resisting o system and components and cladding criteria, Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-3 � T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M� ' in the plane of the truss only.`h M-1.5X3 ' oM-5x6 .+2X WEDGE W/(2) M-2.5X4 TYP. -12.75 12 y y - )' )" 2-05-08 2-09-13 0-08-11 1, ,1 y 1, 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,61 0 PRpry; JOB NAME : POLYGON PLAN 5-D NH - CJ2C sale: Q.5669 „5 G( c$'f0 WARNINGS: GENERAL NOTES,unless otherwise noted: / /�77 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual *9211 O P E r"Truss: CJ2C and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /*INslw 4/ � P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ VE V 1� f,- 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7f V O `V SEQ. : 6051319 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� -.7 2.° Jr. A, design loads be applied to any component. and are for"dry condition"of use. u 14 '., �y. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if c3 q fabrication,handling,shipment and installation of components. necessary. �Py A t SJ P P 7.Designlaesassumes adequate ne dthi face is tru ,provided. L:r't 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPIMRCA in SCSI,copies of which will be furnished upon request. git coincideitwith jointinches.9. Digits iasize ofintplate In lines. C MiTek USA,Inc./CompuTrus puTfuS Softwafe 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-82) 76 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) 3'- 6.1" -127/ 128V 0/ OH 1.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 3-06-13 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" -1 MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.8° Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032° @ 3'- 1.4" Allowed = 0.339" 12 10.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.1" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1" NOTE:Design assumes moisture content does '/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads o in the plane of the truss only. C') CO rf- PAPAIMINIMIMINIMINIMINIMIMIE0 O f o ►� ►�4 -V M-3x4 1-00 1PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ3 ` ° PROFes Scale: 0.5917 ,, !511 '✓ WARNINGS: GENERAL NOTES,unless otherwise noted: �C! �l!!2 •y> 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual l' 921*1*PE 5"" Truss: CJ3 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 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 ..0.' A ' continuous sheathing such as plywooding(TC)and/or drywall BC l DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ ( ) 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (OREGON j4/, SEQ. : 6051320 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, �� ix ( TRANS I D: 407540design loads be applied to any component. and are for"dry condition"of use. 6. / �y 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if V 14, V T . fabrication,handling,shipment and installation of components. necessary. A E �` 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateatedon othfaces drainage Is truss,sa r�"l 4- I IIH VIII VIII VIII VIII Mill IIII IIII B.Plates shell be located both faces of and placed so their center TPI/WrCA In BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10 .For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(-52) 89 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=2-3=( 174) 34 21 5.7=(-69) 114 5-3=( 120) 51 WEBS: 2x4 KDDF STAND 6 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1" -100/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc soacina.1 BOTTOM CHORD CHECKED FOR 1OPSF 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 = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099' MAX TC PANEL LL DEFL = 0.005' @ 1'- 1.1" Allowed = 0.159" MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4' Allowed = 0.186" 3-06-13MAX HORIZ. LL DEFL = -0.004' @ 5'- 7.5" T '1 MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting � system and components and cladding criteria. M-4x6 Ij Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, AllTruss designed for wind loads p .ijibiiiii...... , in the plane of the truss only. cm CO in. o� m to M-1.5x3 0 M-3x4 M-3x4 M-3x4 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,I4,71 '90 PR0 � JOB NAME : POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 ” WARNINGS: '1 GENERAL NOTES,unless otherwise noted e i,'S 1.Builder and erection contractor:should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 3 C and Warnings before construction commences. building component.Applicability of design parameters and proper ,92 2.2x4 compression web bracing Must be installed where shown+, Incorporation of component is the responsibility of the building designer.3.Additional tempore bracin t insure stabilit dudn construction 2•Design assumes the top and bottom chords to be laterally braced atry 9 Y 9 2'oc.and at 10'oc.respectively unless braced throughout their length by - DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� j� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051321 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1+� N TRANS ID: 407540T �S design loads be applied to any component. and are for"dry condition"of use. , � S.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. �' � fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111111110111111 TPI/WrCA in BCSI,copies of which will be furnished upon request. git coincideIitwith joint center lines. 9.Digits idsize of tplate ein inches. EXPIRES: n MiTek USA,Inc./CompuTruaSoftware+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX M1-2=( FORCES 7 2W4/(o) 0q2 =1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-109) 95 2.4=(0) 0 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) Connector plate prefix designators: 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) LL 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ormpuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 ssfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-09 03 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" T MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0.374" MAX IC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" 10.007 0 MAX HORIZ. TL DEFL = -0.001' @ 4'- 8.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ti (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c, load duration factor=1.6, 4- Truss designed for wind loads o in the plane of the truss only. .4- c+3 M '7/- Tr /v PIALIIIIMMMIMMMMMMMMMIIMIIMII0 0 ��q M-3x4 y y y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,3,4I JOB NAME: POLYGON PLAN 5-D NH - CJ4 INt0 PR s Scale: 0.5377 *, ' `"',5//� ' 1 WARNINGS: GENERAL NOTES,unless otherwise noted: �'t! f// r!K -�9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual s.9,211*r E i'- Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 44, - 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 t " continuous sheathing such as plywooding(TCand/or drywall BC, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ ( ) � t,lt � /� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -s^ OREGON W S E Q ,.. f 2� �* design loads be applied to any component, and are for"dry condition"of use. f TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 6 1 4, „,,,; fabrication,handling,shipment and installation of components. necessary. A. R I L-11 5) 7.Design assumes adequate drainage is provided. �j"l . 6.This design is furnished subject to the limitations set fodh by B.Plates shall be located on both faces of truss,and placed so their center 11111 VIII 11111 VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. e.Digits Indicate size of plate in Inches. 10 MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E .For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -93) 129 6-5=( 0) 18 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-214) 36 5.7=(-122) 165 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -59) 46 3-7=(-184) 135 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. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.209" MAX TL CREEP DEFL = -0.007" @ 2'- 3,8" Allowed = 0.279" MAX LL DEFL = 0.000" @ 0'. 0.0" Allowed = 0.039" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051' 4-09-04 f MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5' MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" NOTE:Design assumes moisture content does 12 I not exceed 19% at time of manufacture. 10.00 7 li) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 A load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. el1104111 m w r� AL. 1„JI7 -V o m M-3x4 o M-1.5x3 ',- -� 6 0 0 M-3x4 M-3x4 y y I ), 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:dts:2.4,71 ckt,0 P R Or s, JOB NAME: POLYGON PLAN 5-D NH 1 CJ4C Sale: 0.4610 *� . ( ' ` 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4:t *:7G�! (^" 1.Builder and erection contractor hould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 4C and Warnings before constructs n commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing ust be Installed where shown A. incorporation of component is the responsibility of the building designer. r" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 77:0 DES" BY: LJ ponsibilit of the erect r.Additional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by res,is the res y p 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ntrDATE: 9/5/2014 the overall structure is the resp nsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ vSEQ. : 6051323 4. No load should be applied to arty component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. vfasteners are complete end at no time should any loads greater than 5.Design assumes trusses ere to be used in anon-corrosive environment, „Sdesign loads be applied to any component. and are for"dry condition"of use, t�.l' TRANS ID: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Desgn assumes full bearing at all supports shown.Shim or wedge if /��i;9 ( S necessary. •sj,,, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII 11111 VIII 111 VIII VIII BIM (III TPIM?CA in BCS(,copies of which will be furnished upon request. lines coincideitwithizjointplatecenterinches.che. 9. Digits dsize of in lic MiTek USA,Inc./CompuTrus Software+7.6.6(10-E 10.For basic connector plate design values see ESR-1 31 1,ESR-1988(MiTek) EXPIRES:12/31/201 a IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 -66/ 184H 5.50' 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50' 0.27 KDDF ( 625) C,CN,C18,CN16 (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 osf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718° -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 0 NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. .4:1- 0 rn CO V O/- -V c:. ►� 4�� • M-3x4 y > y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,31 c0 PRO JOB NAME : POLYGON PLAN 5-D NH - CJ5 e�` 1NE- s, Scale: 0.4821 � �Crl-`r/� Q WARNINGS: GENERAL NOTES,unless otherwise noted: 7 d ry r- 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9211 11 P E { Truss: CJ 5 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 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 �rr�r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / "' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d . ter DATE: 9/5/2014 responsibilitybuilding designer. pbridging Aciher s rywall(BC). the overall structure is the res onsibilit of the 3,2x Impact or lateral bracingrequired 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. -7f OREGON L'{j SEQ. : 6051324 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L � +"y�` 's design loads be applied to any component, and are for"dry condition"of use. "b "1 ' 1 4 2d -.. 40 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If nfabrication,handling,shipment and installation of components. Design as. /� .fiA t t� . 7.Plates assumes adequate ne dthi face is f s �4: (IIII IIII VIII VIII VIII IIII III I I II IIII 8 This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces oftruss,and placed so their center TPIMlfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTruo Software 7.6.6(1 L)-E 1 D.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 72 2-6=(-150) 175 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-257) 55 5-7=(-195) 224 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=1 -87) 66 3.7=(-249) 216 , LOADING 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 REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.6" -69/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5" 5-11-10 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" T NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 i( system and components and cladding criteria. 10.00 7Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ._ ._ in the plane of the truss only. M-4 '4/1 M-3x4M1.5x37-3x4 y y y 2-03-12 3-08.04 J., 1, y 1, 1-00 2-05-08 6-00 3-06-08 1PROVIDE FULL BEARING;Jts:2,7,41 `.0 PROrs JOB NAME : POLYGON PLAN 5-D NH CJ5C G/iNe s, Scale: 0.4046 /f WARNINGS: GENERAL NOTES,unless otherwise noted: '7/5" /ry 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T921 IPE E V Truss: CJ5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �I. DES. BY: LJ is the responsibility of the erectof.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .'`.• P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown..--4 /�" 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. "'"°' ,,yy''__ v -.t/ SEQ. : 6051325 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� -17,q �'S �1'.. design loads be applied to any component, and are for"dry full b on"of use. b 1' 14" 2, 1- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if lb fabrication,handling,shipment and installation of components. Designneas. ,t.1.1' L.y A t` t P P 7. laesassumes adequate ne both drainage is sa C rI 1l L- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of buss,end placed so their center III I VIII II II I II VIII I III VIII IIII III TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide withzjointcenterches 9.Digits Indicate size of plate in inches. MiTek USA,Inc./COrnpuTrua Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 IIIIllHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 JC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-217) 192 3-4=(-115) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0" -24/ 377V -79/ 216H 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" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50' 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ •1'• 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.481" /110.00 MAX TC PANEL TL DEFL = -0.073" @ 2'• 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, oTruss designed for wind loads <oin the plane of the truss only. c�r/- vo�o y .1 y y 1-00 6-00 1-02 'PROVIDE FULL BEARING:Jts:2,5,3,4' 9, 0 PRare JOB NAME: POLYGON PLAN 5-D NH - CJ6 Scale: 0.4578 ,��' ( s, /5// � WARNINGS: GENERAL NOTES,unless otherwise noted: +er^ryt�^^ff ... 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 921111rp r Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �e DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r r .ray., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �t I� 4.Na load should be applied to any component until after all bracing and 4,Installation of truss is the responsibility of the respective contractor. 'OREGON / S E Q. : 6051326 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, ;G g/ N,,,. +'c, TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. f tp '�}f ,� ' 2.0 - 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. necessary. z'1 R I 7.Design assumes adequate drainage is provided 4 0- 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. Digit coincide withzjointcenterche. B.Digits indicate size of plate In Inches. EXPIRES: e+ n MiTek USA,IDC./Co npuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.7=(-114) 160 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-236) 46 6-8=(-149) 206 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-165) 126 3-8=(-229) 165 LOADING 4.5=( -62) 26 TC LATERAL SUPPORT <= 12"0C. 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 SO,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 387V -80/ 217H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -16/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -147/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1" -18/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 Psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 j MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'. 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3,8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3,8" Allowed = 0.339" 7-02-01 MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" T f MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, 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. 7/M `�`I�,- _ om� B. . oO/- .5x3 '..00 y ), y 2-03-12 3-08-04 y y J., y 1-00 L , 2-05-08 4-08-09 L y 6-00 1-02-01 'PROVIDE FULL BEARIG:Jts:2,8,4,5' ..<<" ',��0 P R°F`�s�i' JOB NAME : POLYGON PLAN 5-D NH - CJ6C Scale: 0.3413 `, r �I��1 /0 WARNINGS: GENERAL NOTES,unless otherwise noted *!��ry /t � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual t.7G 41 1`E r Truss: CJ 6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to ihsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at sir DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ta' �^ P Y continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). DATE: 9/5/2014 the overall structure is the respoesibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON � 4, t,� SE f� 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `7 'KI SE Q. : 6051327 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, N design loads be applied to any component, and are for"dry condition"of use. ,+� 14 '2, "){',. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if t}Q` fabrication,handling,shipment and Installation of components. necessary. .14 A 1 y 1 'g^'' P P 7.Design assumes adequate drainage is provided. t» 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide withzjointcenterche. 9.Digits indicate size of plate in inches. I c n E 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'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2= ( ) q BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-266) 237 2 5= 0 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=( -90) 38 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" •24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" /-3x4 MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.7" MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l,6, Truss designed for wind loads o in the plane of the truss only. 5- C') vriAMIIMEIMMIMIMINIMIIME o o y ) y y 1-00 6-00 2-04-07 (PROVIDE FULL BEARING;Jts:2,5,3,41 PR Ope, JOB NAME: POLYGON PLAN 5-D NH - CJ74v- GINE.� �q',, Scale: 0.4129 '15/1 '9 1- WARNINGS: GENERAL NOTES,unless otherwise noted 4./ -f3 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 . 92 4 t P E Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 4 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 `t�M continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - ... j y` DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. O EGON 'y SEQ. : 6051328 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i._ 20��-V: design loads be applied to any component. and are for"dry condition"of use. / 1:4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �tj fabrication,handling,shipment and installation of components. necessary. - fiJ i_. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII VIII(III(IIITPI/WfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:ES:1uq!31rr20{5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" .. IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-115) 164 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-235) 82 6.8=(-149) 211 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-216) 173 3.8=(-234) 166 LOADING 4.5=( -68) 31 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 386V -93/ 249H 5.50° 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 5'- 7.5" -19/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP CO ' 2: Des'.n checke. for ne -5 rsf u.lift at 24 "oc s..cine AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L)240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX LL DEFL = 0.006° @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5' 8-04-07 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" T 1' NOTE:Design assumes moisture content does - not exceed 19% at time of manufacture. ;i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.00 7 load duration factor=1.6, Trs inuss thedplanneed offor thewind trussoonly. CO M-4x6 co ._ ul ii!-__4. v � • U) 8.. o .. o M-1.5x3 M-3x4 7M-3x4 0 M-3x4 1, 1, ,I- 2-03-12 3-08-04 1, y ), y 1-001, 2-05-08 5-10-1 y 6-00 2,-04-07 (PROVIDE FULL BEARINQ:Jts:2,8.4,5I < c0PRC? �S JOB NAME : POLYGON PLAN 5-D NH CJ7C 6141 Scale: 0.3027 rt' �1ryl�'' WARNINGS: GENERAL NOTES,unless otherwise noted: t,'� .{�,'�}' , r �7 1.Builder and erection contractor Should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CJ7C and Warnings before construction commences. building component.Applicability of design parameters and proper " Truss: Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ,�+ I5 ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,...--M01100„, tr DATE: 9/5/2014 the overall structure is the respgnsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ y OREGON �� SEQ. : 6051329 li 4. No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. F� fasteners are complete and at no me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any Component. end are for"dry condition"of use. 6 �u 14, TRANS I D: 407540 O 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge a necessary. ill ‘,.t1 �,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �'S t 4- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. Digit coincideitwith jointinches.9. Digits dsize of tplate in lines. V of n MiTek USA,InC./Co npuTfus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12 31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-319) 286 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-102) 45 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LONDTOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -23/ 376V -107/ 284H 5.50" 0.60 KDDF ( 625) C,CN,C101418 (or no prefixLL = 25 PSF Ground Snow (Pg) 5'• 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) P ) = CompuTrus, Inc 5'- 11.2" -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.067" @ 3'• 4.9" Allowed = 0.481" �� MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), rn load duration factor=l.6, o Truss designed for wind loads TY in the plane of the truss only. 0 CO CO 7.- .1- c.,,_ . v o� _� 5 O M-3x4 ) ), y y 1-00 6-00 3-06-14 'PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ8 -.,‹,;((,9\ ° R s: Scale: 0.3715 'x511 ., WARNINGS: GENERAL NOTES,unless otherwise noted: 4'Ct X17�" .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 - �`..ippr / t' Truss: CJ 8 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 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 OSP" continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). ' it DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ , 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -r OREGON 'v./ SEQ. : 6051330 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corosive environment, 1X 4. design loads be applied to any component. and are for"dry condition"of use. / 1 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �P fabrication,handling,shipment and installation of components, ecessary. A. 1 i T- 8.This design is furnished subject to the limitations set forth by7.Design assumes adequate bothdthinage is provided. ��! t l.- I VIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located on faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines, 9.Digits indicate size of plate in Inches. 10EXPIRES:CC o n .For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RG .12/31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" 0.C. 2.3=(-374) 304 3-4=(-142) 57 TO LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -56) 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -129/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 ssfl uplift at 24 "oc spacing,) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 5 ---/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001' @ 10'- 9.2" Allowed = 0.103" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" y( MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 71 NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. co Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), j, v load duration factor=l.6, o Truss designed for wind loads a, in the plane of the truss only. of -/ 6* o M-3x4 1-00 6-00i 4-09-04 (PROVIDE FULL BEARING;Jts:2,6,3,4( O PROp6 ' JOB NAME: POLYGON PLAN 5-D NH CJ9 Scale: 0.3424 c., GINE `` 4 1.y511 0. WARNINGS: GENERAL NOTES,unless otherwise noted: L[ ± L�,!P E {"" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /// Truss: CJ 9 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,✓ 3.Additional temporary bracing to'insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 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 . p y pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � fA. R j S E Q. : 6051331 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. c, 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, _tA, design loads be applied to any component. and are for"dry condition"of use. t�, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design e s gsse assumes full bearing at all supports shown.Shim or wedge if / �j7(y't " S fabrication,handling,shipment and installation of components. necessary. f'f R i 4-�'" p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIMrrCA in SCSI,copies of which will be furnished upon request. lines coincideItwithizJointche. 9. Digits idsize of tplate in Inches. V 1- r,t p MITekUSA,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 I 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(•411) 381 TC LATERAL SUPPORT <= 12"0C. UON. LO3-4=(-192) 140 LOADING 4.5=( •55) 29 BC LATERAL SUPPORT <= 12"OC, UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix designators: C,CN,CI8,0N18 or no prefixLL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) ( p ) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0,49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'cc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10,00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, CD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads it o in the plane of the truss only. M Co _ o - 6.., M-3x4 y ) i- y 1-00 6-00 5-11-11 1PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : POLYGON PLAN 5-D NH - CJ100 `� �' Scale: 0.3221 SCJ E. WARNINGS: GENERAL NOTES,unless otherwise noted: Je,f. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 .. t 92 e.PE 'r Truss: CJ 10 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. '. 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'continuous and at 112'o.c.respectively unless braced throughout their length by ,,r"t "` continuous sheathing such as plywood sheathing(TC)and/or drywall BC. / DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) ),ft i I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON S E Q ,�� 1� 2.° -Ir. TRANS I D: 407540 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 14* �� fabrication,handling,shipment and installation of components, necessary. d. PRI y 7.Designassumes atedadequate drade Plateson faces of truss,and placed so their center 1111111111111110111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. nes coincide with joint center lines 9. Digits indicate size of plate In inches. EXPIRES: MiTek USA,InC./Compulrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) Chf"i RCe7.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. 2-3= 427 3.4=(-246) 188 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -77) 55 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 3928 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -169/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 1.6" -60/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ii MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.068° @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4° Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 0.9" MAX HORIZ. TL DEFL = -0.008" @ 13'- 0.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10,00V. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CO 0 load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 T c VtPAAMMMMIMIMMMIIMMIMIll Oz 6•-� o M-3x4 J, 1, 1, 1, 1-00 6-00 7-01-10 [PROVIDE FULL BEARING:Jts:2.6,3.4.5' JOB NAME : POLYGON PLAN 5-D NH , CJ11 Scale: 0.2976 ��4 ►Ne 'S ? 1�75/1 1�, WARNINGS: GENERAL NOTES,unless otherwise noted: ' ! G i ? ("'" 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 11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. l 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Po ry Y 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �F DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ N AN( SEQ No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGOr S E Q. : 6051333 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. L/0 4:), 1 L1, � 1_ TRANS I D: 407540 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.Compu7rus has no control over and assumes no responsibility for the necessary. Fi1, �" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI kU Ain nc./ copies of which will r furnished upon request. 9 IDigsscicae with indicate sizeofjoint plate incenter inlines. ches. v r O n MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-336) 304 72 2 5=(0) 0 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2DHS,M18HS,M16(or = MiTek MT series 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8" -64/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133° MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.0' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 0 load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. 0 co co/ .7 Ch 0/- /11 125_M -/ -3x4 1, ) y 1, 1-00 6-00 3-11-12 (PROVIDE FULL BEARING:Jts:2,5,3,4I JOB NAME : POLYGON PLAN 5-D NH - CJ 12 Scale: D.3645 `r. `�`,c c5117 1-WARNINGS: GENERAL NOTES,unless otherwise noted: 4't+' r ` 17 'CCb 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 •�nn�72.'f I� Truss: CJ 12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ /� 4, No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 13t7°N S E Q t ry is design loads be applied to any component. and are for"dry condition"of use. 4`i'` "q}+ `(j TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 fabrication,handling,shipment and installation of components. Decessary, j1j ,R A�i i 7.n e es assumes adequate drainage is provided. f L-4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII(VIII VIII VIII VIII VIII I III(III(IIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. MiTn MiTek USA,InC./Compulrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Wet) EXPIRES:1 oL'/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-249) 222 3-4=( -91) 37 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) 0'- 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -14/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacina.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.095" @ 2'- 11.8" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" 1 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V (� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. N el v - o� _� 5=� M-3x4 y y y y 1-00 6-00 1-11-10 'PROVIDE FULL BEARING:Jts:2,5,3,4I JOB NAME: POLYGON PLAN 5-D NH -J,, CJ13 Scale: 0.4253 *. WARNINGS: GENERAL NOTES,unless otherwise noted: L�,92s ("" 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: CJ13 and Warnings before constructiin commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing n)ust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing toinsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibilityof the erect r.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'+i continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ } �!it 4. No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. #y- �,x "V SEQ. : 6051335 fasteners are complete and at no Gme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y �� 5 design loads be applied to any Component, and are for"dry condbion"of use. 1 t� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f�� necessary. •�-- RIO' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 111110111111111111111 TPI WfCA In BCSI,copies of which will be furnished upon request. Digit coincideictwith jointche. 9. Digits idsize of tplate in inches. MiTek USA,InC./COmpulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: 5'- 9.2" 0/ 76V 0/ OH 5,50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2' Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4,8" Allowed = 0,718" -V MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" �) NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 4 0 in M V O� 0 �M 4►=� f M-3x4 > y y 1-00 6-00 !PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - CJ14 4a �� S Scale: 0.4821 %511 WARNINGS: GENERAL NOTES,unless otherwise noted: �' 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 1' 92 6 6 C'r�[�. Truss: CJ14 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fir. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ar rr +wR continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !'�"- -4118 �1.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�r� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'T�p" �"OREGON �* `vJ SEQ. : 6051336 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4, design loads be applied to any component, and are for"dry condition"of use. / '" }�^ ,� f r�Q� �.'{(..... A. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. /�' 'fi111�\" 7.Designassumes adequate ne dppord.Plateson faces of truss,and placed so their center VIII!VIII VIII VIII VIII VIII I III lIII(IIITPIM?CA in BCSl,copies of which will be furnished upon request. lines coincide withjoint center lines. B.Digits indicate size of plate in Inches. 10. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-133) 112 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" -32/ 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 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 TC PANEL LL DEFL = 0.141" @ 3'- 6.1" Allowed = 0.465" 5-09-12 MAX TC PANEL TL DEFL = -0.129" @ 3'- 3.8" Allowed = 0.697" T 1' MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.0" -/ MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.0" NOTE:Design assumes moisture content does 12 j) not exceed 19% at time of manufacture. 10.00 F Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, 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 ,n in the plane of the truss only. N O LO CTS o/- 4►� -/ O M-3x4 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4 31 JOB NAME : POLYGON PLAN 5-D NH - CJ 15 sale: 0.4840 ' 5/1 `/a� WARNINGS: GENERAL NOTES,unless otherwise noted: ! 1`.f]�Y'! y ,l-' 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 individual92 Truss: CJ 15 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,.+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ri +. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I. (C DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON1,, 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 �`ct SEQ. : 6051337 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , 7 4A `; design loads be applied to any component. and are for"dry conddion"of use. '2. P TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown,Shim or wedge if �}. t3 fabrication,handling,shipment and installation of components. necessary. 't"!, 'i'h R i �, V P P 7.Design assumes adequate drainage Is provided. �rSf 4- • 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII II II VIII VIII VIII 011111 III IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches. e- n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-89) 81 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 345V -44/ 130H 5.50° 0.55 KDDF ( 625) 3'- 10.2" -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ SBV 0/ OH 5.50" 0.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 nof) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-10-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082° T < MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" MAX TC PANEL LL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.300" 12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 10,00 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.2" ) NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. E) Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N- load duration factor=1.6, o Truss designed for wind loads r, in the plane of the truss only. M O o� �� .14 M-3x4 y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 6-00 0 PROS JOB NAME : POLYGON PLAN 5-D NH - CJ 16 Scale: 0.5878 c, +/q�N1E-,,,9 y WARNINGS: GENERAL NOTES,unless otherwise noted: ! f f.y�`! (r�! •5a 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t 3L 1 11 r-E r Truss: CJ 1 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 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�r continuous sheathing such as plywood here and/or drywall BC. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) +/- CC SEQ. : 60513384. 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 /rte 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, � �,�SX design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, ,Q„ fabrication,handling,shipment and installation of components. necessary. A- 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateatedon drainageh i of truss,and. 'YI '�1`y y f �,,. I VIII(VIII VIII VIII VIII VIII(IIII IIII IIII 8 Plates shall be located both faces of truss, placed so their center 4 TPI/WTCA in BCS(,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. C q r For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES-12 1r+GUnn 1 mmimmmm IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(•137) 115 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'• 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" 5-11-10 f MAX TO PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" - MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. IL DEFL = -0.002" @ 5'- 10.9" ) NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. 0 v 0 O co .f- q�� -/ 0 M-3x4 y > y 1-00 6-DO 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - CJ 17 sale: 0.482, �`� i WARNINGS: GENERAL NOTES,unless otherwise noted: w 2a S P E. (""' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 1 7 and Warnings before construct n commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing ust be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing t insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 49/�" DES. BY• LJ responsibilityof the erec r.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .+'rtlma! is the continuous sheathing such as plywood sheathing(TC)and/or dryweil(BC). f'�n DATE: 9/5/2014 the overall structure is the res nsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (�^RE1av (� SEQ. 6051339 4.No load should be applied to a y component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at mo time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, },. design loads be applied to any component. and are for"dry condition"of use. - 1 4, �*49�., TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Deessa assumes full bearing at all supports shown.Shim or wedge if 4/4„ ry V fabrication,handling,shipment and installation of components. ry. fi RIO- 8. p P 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIMlrCA in BCSI,copies of which will be furnished upon request. Digit coincide with Joint nr che. 9.Digits indsize of tplate ein Inches. 4n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) EXPIRES:12/3112015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-69) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 83H 5.50' 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50' 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 DO) uplift at 24 "oc spacing.] 6.00 / VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5' Allowed = 0.204" MAX TO PANEL TL DEFL = 0.004' @ 1'- 4.3' Allowed = 0.307" MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.0" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.0" NOTE:Design assumes moisture content does not exceed 1906 at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, cm Truss designed for wind loads in the plane of the truss only. c0/- v 1111111111111111111 Q.- 2� 4� M-3x4 1 J, ,, y J, 1-08 2-00 1-03-12 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - CSJ1 Iry Si Scale: 0.8191 fGt2 / f� WARNINGS: GENERAL NOTES,unless otherwise noted: r I- •�f��y 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual T 72 0 t PE r" Truss: CSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ye /m�" p y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tt ! r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n ! 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. OFIEGUN -vy SEQ. : 6051341 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, G- ".", N. A, design loads be applied to any component. and are for"dry condition"of use. /' '�I" ,) r Q ..' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if Oh fabrication,handling,shipment and installation of components. necessary. • ." R 1. t 7.Designassumes atedadequate drainagehcis truss, i»4w 8.This design Is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center IIIA ill VIII VIII VIII IN VIII IIIIIIII TPI VVTCA in SCSI,copies of which will be furnished upon request. git coincide with jointcenterches 9.Digits Indicate size of plate in inches. EXPIRES: n MiTek USA,IDC./COmpuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) .EXPI R ES:12/31/2015 IIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-117) 53 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -98/ 461V -25/ 134H 5.50" 0.74 KDDF ( 625) 1'- 9.2" -65/ 193V 0/ OH 5.50" 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7" -75/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0,1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ, LL DEFL = -0.001" @ 6'- 7.0" 12 MAX HORIZ, TL DEFL = -0.001" @ 6'- 7.0" 6.00 V NOTE:Design assumes moisture content does ') not exceed 19e at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co0 c 0 _0 o� 2► 4►- 1 M-3x4 y ), y 1-08 2-00 4-07-12 'PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME: POLYGON PLAN 5-D NH - CSJ2 Scale: 0.5840 \�- 1 � `9O WARNINGS: GENERAL NOTES,unless otherwise noted: Cr 1- . ' '/5//p -� CSJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' s 92 1 11`E `r Truss: CSJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing most be installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 e is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + Imo""" DES. BY: LJ po y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "- ft DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �EUkJ'4 `' C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "fr° kJ b A. 'V SE Q. : 6051342 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / ,1 design loads be applied to any component, and are for"dry condition"of use. s,! 1 4, 2,' Ai TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �}! CwQ fabrication,handling,shipment and installation of components. necessary. 'Y/ C.y R° tV V P Po 7.Design assumes adequate drainage is provided. Pt rl 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII II VIII VIII I III II VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideiindicate with jointcenter lines. 9.Digits Indicate size of plate in inches. EXPIRES:MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIMIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 84 0.10=(- 1542) 4302 13. 3= -341)8 1053 5.18=(-245 ) 532 WEBS: 2x4 KDDF STAND; ( 4933) 1929 10-11=(-1542) 3951 3-11=( -803) 466 15- 8=(-245) 335 2x4 DF STAND A 3- 4=(-3524) 1351 11-12=(-1082) 3153 11- 4=( 0) 366 LOADING 4- 5=(-2875) 1233 12.13=( •838) 2581 4.12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( •313) 1029 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14-15=( -776) 2345 5-13=(-1362) 727 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 0369 15- 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 1327 6.14=( -372) 1119 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -347/ 2034V -248/ 258H 5.50" 3.25 KDDF ( 625) JT 9: Heel to plate corner = 2.25" 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.; VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.267" @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.490" @ 14'• 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.120" @ 43'- 3.5" 22-00 21-09 MAX HORIZ. TL DEFL = 0.199" @ 43'- 3.5" 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 f NOTE:Design assumes moisture content does not exceed 19X at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.001/ M-4x6 Q 6.00 system and components and cladding criteria. 4.0 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x8(S) load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) Qo 0.25" M-1,5x3 M-3x5 M-3x10 11INN4'��co M-3x10 0 o 1 � ' M 5x8 a 12" " ..i A o M-3x4 M-5x10 13 14 15 �9 o 0,25' M-3x4 0 - 2.75 .*2X WEDGE M-5x6 M-5x8(S) W/(2) M-3X4 TYP. 2.75 - y ), y12 y ), ), 2-05-0$ 5-10-08 6-02 �2-0 9-05-15 8-11-05 8-09-12 �� y , 2- 05-08 12-00-08 2-00 27-03 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - D1t x� s Scale: 0.1397 c'J ,I15�`t9n / WARNINGS: GENERAL NOTES,unless otherwise noted: - .! rly�.y l E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92!II P E 1:- Truss: D1 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. 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr is the responsibility of the erector.Additional permanent bracing oftom+ -- DATE: 9/5/2014 responsibilitybuilding re continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the res onsibilit of the designer. 3.2x Impact bridging or lateral bracing required where shown++ +* )�,� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -fir ( R EGON 'KJ SEQ. : 6051343 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, dj �Nt S/C,� TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 6. / '4 l' 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if �,,, fabrication,handling,shipment and installation of components. Design assumes adequate drainage is provided. 't''/ 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII VIII III IIIITPI/VVTCA in BCSI,copies of which will be furnished upon request MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E lines coincide with Joint center lines e.Digits indicate size of plate in inches. 10. EXPIRES: For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTR T2, T3 2- 3=(-10024) 3052 15.16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -9298) 2850 16.17=(-3184) 8740 4-16=( -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17-18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 18.19=(-3358) 8934 16- 7=(-2736) 1248 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 5- 7=( -6642) 2370 19.20=(-3010) 8132 7-17=( -444) 1282 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=( -8830) 3350 20-14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10.12=( -5882) 2108 9.19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TO CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11.12=( 0) 0 19.10=( -182) 968 12-13=( -6614) 2320 10.20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14=( -6546) 2252 12-20=( -498) 1858 OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20-13=( -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) M,M20HS,M16HS, or = MiTek MT series ( 2 ) complete trusses required. 43'- 9.0" -1096/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN nails staggered at: COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 rows) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 1 rows) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.300" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.594" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.180" @ 43'- 3.5" 9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does T not exceed 19% at time of manufacture. 3-02-03 0-06 11 2-03,08 5-11-03 0-06-11 4-10-02 Design conforms to main windforce-resisting T-07-0 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=l.6, T 533.30# 533.30# 12 Truss designed for wind loads 12- -3x4 M-7x8(S) in the plane of the truss only. 6.0o / M-4x8M-5x6 �I 6.00 5 6 M-3x5 8 0 25" M-13ox5 11 Y - 7,3rta. M-3x4 M-1.5x3 4 + 3 M-1.5x3 M-3x10 3 M-3x8 0 ca 1 M-7x10 M-3x8 M-7x8 1819 20 *la 0.25 M 3x8 C **2X WEDGE M-7x10 M-7x8(S) --,32.75 W/(2) M-3X4 TYP. 2.75 2 y12 .1, ), t* * )' * 3-05-08 6-09-12 5-02-12 ,/,2-00/, 9-02-04 9 00 08 9-00-04 y , 3- 05-08 12-00-08 2-00 27-03 y 1-08 43-09 t0 till8p e. JOB NAME: POLYGON PLAN 5-D NH - DH1 sale: 0.1467 GINE WARNINGS: GENERAL NOTES,unless otherwise noted: i 92 0 0 P 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: DH1 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 td insure stability during construction dIP,4110, 2.Design assumes the top and bottom chords to be laterally braced at 44010" . DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and 01 10'o.c.respectively unless braced throughout their length byrF po y continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). � ry. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ hit Ev1 !,`` SEQ. : 6051344 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V b V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , IC design loads be applied to any component. and are for"dry condition"of use. t� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design ace sa assumes full bearing at all supports shown.Shim or wedge if 7, ,f_ �C t s7f7 t'yy jT" fabrication,handling,shipment and installation of components. ry. M, li R 11.-ti-' D Do 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII I II IIII TPI VJfCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenter linche. 9.Digits indsize of platein inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 1111111111111 IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-1943) 4359 15- 3=( -193) 596 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-5055) 2323 15-16=(•1536) 3431 15- 4=( -422) 947 BC: 2x6 KDDF #1&BTR 3- 4=(-4703) 2253 16-17=(-1804) 4102 4.16=( -367) 244 WEBS: 2x4 KDDF STAND LOADING 4. 5=(-3503) 1741 17-18=(-1726) 4096 16- 5=( -445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(•1757) 4235 16- 7=(-1321) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19-20=(•1689) 3826 7-17=( -142) 657 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20.14=(-1308) 2765 17- 8=( -297) 376 8- 9=(•3989) 1950 18- 8=) -633) 396 LL = 25 PSF Ground Snow (Pg) 9-10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10.12=(-2734) 1406 9-19=( -258) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=) 0) 0 19.10=) -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3119) 1526 10.20=(-1364) 635 13-14=(-3258) 1577 12-20=( -375) 1004 OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20.13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans D'• 0.0" •405/ 2034V -104/ 113H 5.50' 3.25 KDDF ( 625) 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc apacing.I M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.329" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.571" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.119" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.174" @ 43'- 3.5" T 13-03-11 17-04-10 13-00-11 ff f NOTE:Design assumes moisture content does 3-02-03 3-05-12 2-03-08 5-11-03 3-05-12 4-10-02 not exceed 19% at time of manufacture. f T T TT T / T T T Design conforms to main windforce-resisting 2-07-04 3-07-09 1-03-'12 6-02-11 2-05-0 4-03-14 system and components and cladding criteria. T T T T 1' l' T 1' 1' 1' T 1' 9-10-08 9 07-OS Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 11 '' 1' load duration factor=l.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.001/ M-5XEL M-3x4 B 0 925' M-0x5 0-4x6 \J6.00 in the plane of the truss only. 19 y 13,. M-3x44 M-1.5x3 M-1.5x3 .\. + 3 M M-3x10 3 _ M-3x8 Lo 15 16 17� � gi .. co 0 1 M-7x10 M-3x8 M-7x8 1e 0.25'9 20 *+14 o M-7x10 M-3x8 0 a 2.75 **2X WEDGE 2.75 M-7x8(S) 12 W/(2) M-3X4 TYP. 12 .1 y > y y ), ), y -05-0 6-09-12 5 02-12 ,2-00> 9-02-04 9-00-08 9-00-04 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - DH2fis Scale: 0.1467 'r5/1 / f:'" WARNINGS: GENERAL NOTES,unless otherwise noted: *r^r��yyry 7i-I '9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'CC 1.92/(S P E r Truss: D H 2 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length byr1r1111 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d „.00.40111, fy„ DATE: 9/5/2014 responsibilitybuilding designer. Impact r p cws q g(r ) rywan(Bc>. the overall structure is the res onsibilil of the 3.2x bridgingor 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. f ,q'V REGt1N �. SEQ. : 6051345 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. design loads be applied to any component. and are for"dry condition"of use. /'.++, .✓f 1 ' wQ �.. . TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Designne . FA 1=-1 7. latesassumes adequateatedon drainagehis truss, f 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located both faces of truss,and placed so their center II I VIII VIII I I IIII III I I III II I IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. 17� 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 J tJ 1111111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0,C. 2- 3=(-4923) 1901 14-15=(-1508) 3872 3.15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15.16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1223 16.17=) -829) 2561 4.16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17.18=( -702) 2427 5.16=1 -340) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=( -702) 2427 5-17=(-1026) 550 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19.20=( -884) 2558 6.17=( -358) 762 8-10=(-2214) 1077 20-13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2552) 1114 8.19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1230 10.19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1284 19.11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -76) 319 OVERHANGS: 20,0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -322/ 2034V -181/ 191H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: I 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' JT 13: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0,021" @ -1'- 8.0" Allowed = 0,222" MAX LL DEFL = 0,251" @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0,474" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.124" @ 43'- 3.5" 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208' @ 43'- 3.5' 5-10-08 1-09 5.04-05 0-04-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-09 5-10-08 0-0�4-11 5-04-05 5-05-10 5-04-05 f T f f ff T ff T f T Design conforms to main d cladding sisting system and components and cladding criteria. 16-06-08 16-03-08 Wind: 140 mph, h=23,4ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 12 M-4x67 M- x8 M 4X6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6.00 I,. ' M-3x4 6 0 6.00 Truss designed for wind loads 5 in the plane of the truss only. M-5x6(5) M-3x4 0.25" 4 + + .+ • � �= / 2 M 1.5x3 r M-3x10 M-3x1 A 0 o i % 5 16" - : • ' ** o M-5x8 M-3x4 M-5x10 17 1M-1185x30.25' M 3x4 13 0 **2X WEDGE M-5x10 12 M-5x8(S) 2,75 W/(2) M-3X4 TYP12 . 2.75 - 12 -05-0y 5-10-08 6-02y2-00y 5-06 5-10-12 7-09-02 8-01-02 y y Y-05-08 12-00-08 2-00 1 27-03 y 1-08 43-09 cO PR Ore JOB NAME : POLYGON PLAN 5-D NH - DH3 ss + + cy Scale: 0.1338 derma <{, 5 J/7' lI WARNINGS: GENERAL NOTES,unless otherwise noted: ( ,x ry,/��('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: DH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 00r • DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r i"" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.0„, [ DATE: 9/5/2014 the overall structure is the respohsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1(J 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • 7f it. SEQ. : 6051346 fasteners are complete and at nd time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4+; *7,4 �� iA. design loads be applied to any component, and are for"dry condition"of use. 14' '2, tom'{' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if necessary. CV (' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. {'R1r 8. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1111111111111111111 TPI WfCA In BCSI,copies of which will be furniShetl upon request. git coincide with jointcenterche. 9.Digits indicate size of plate In Inches. 9 n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1958) 4217 14- 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 2340 14-15=(-1814) 3872 3-15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15-16=(-1374) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1592 16-17=(-1123) 2561 4-16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17.18=(-1114) 2427 5.16=) -401) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=(-1114) 2427 5.17=(-1026) 475 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19-20=(-1185) 2558 6-17=( -394) 762 8-10=(-2214) 1375 20-13=(-1303) 2712 17- 8=( -487) 277 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2552) 1476 8.19=( -457) 292 I ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1564 10.19=( -361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1611 19-11=( -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20=( -56) 319 OVERHANGS: 20.0" 0.0" M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -445/ 2034V -182/ 192H 5.50" 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0" -374/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" JT 13: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.299" @ 16'- 6.5" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0,208' @ 43'- 3.5" 5-10-08 1-09 2-05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does f ff f f f T not exceed 19% at time of manufacture. 2-09 5-10-08 "(3-03-12f -05-04 5-05-10 5-04-05 f f T T < T '1 T '1' '1 '1' T Design conforms to main windforce-resisting 16-06-08 16-03-08 7 9 system and components and cladding criteria. T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4X6 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 6.001/ M-ix6 0 \16.00 load duration factor=1.6, g M-3x4 Truss designed for wind loads M-5x6(S) 5 in the plane of the truss only. M-3x4 0.25" 1 4 M-3x5 + M-1.5x3 M-3x10 2 el ♦; M-3x10 0 o 1 ,x14 15 16i`+�-'"� a ._. A O M-5x8 M-3x4 M-5x10 17 18 1 20 *�3' o M-5x10 M-1.5x3 0.25' M-3x4 0 a 2.75 **2X WEDGE 2.75 o M-5x8(S) 12 W/(2) M-3X4 TYP. 12 y ), y ) y y y y 5,-05-0a 5-10-08 6-02 ),2 00), 5-06 5-10-12 7-09-02 8-01-02 y , ,-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - DH4 ` ' Scale: 0.1338 ,� %5�1 f�'v WARNINGS: GENERAL NOTES,unless otherwise noted: s �7 7C-� 'T7 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 individuale:C -9- .11 t'i_ Truss: DH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byjes.� is the responsibility of the erector.Additional permanent bracing of `mss .= continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). M - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,CC � 4SEQ. : 6051347 .Na load should be append to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7!P OREGON ^.4, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, #".. I N. design loads be applied to any component. and are for"dry condition"of use. /.,+‘ "' ?' ,� +Q ... As TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If CJ �j nfabrication,handling,shipment and installation of components. ecessary. R t 1 6.This design is furnished to the limitations set forth by7.Design assumes adequateodrainage is provided. L- VIII VIII VIII VIII VIII VIII VIII IIII IIII 9 subject 8.Plates shall be located on both faces of truss,and placed so their center TPIM/rCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mirk) EXPIRES:12/31/2015 111 11 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KODF M1&BTR SPACED 24.0" O.C. 2.3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" •32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) i REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" 8 -1'- 0.0" Allowed = 0.100" 1 11 11'1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL AX PANELLLDEFL = 0.00EP DEFL = 3" 8 1'- 0." 8 -1'- 0" Allowed = 1 33" MAX0.054" T T MAX TC PANEL TL DEFL = -0.002" 8 1'- 2.9' Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" 8 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000" 8 1'- 10.9" 17 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -v system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 0 N 0 0 /11.1111 ..1: 1, 1, 1, 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,3I g ,p PROre JOB NAME : POLYGON PLAN 5-D NH - EJ1 ,0 Scale: 0.6772 159 7/5///T mil WARNINGS: GENERAL NOTES,unless otherwise noted: ( 1'1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: EJ 1 end Warnings before construction commences. building component.Applicability of design parameters and proper a 2.244 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 �r01°. is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�", !�"''"" DES. BY: LJ po y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - 0.- -48I DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "7, .4,,. t�� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "`"-- EGON Q, ^v SEQ. : 6051348 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, As design loads be applied to any component. and are for"dry condition"of use. �� 12.Q 0- , . TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if �'" ryt] fabrication,handling,shipment and installation of components. necessary. " A 1 i 1� L+ P P 7.Designlasassumesadequateonedthi ae isprovided.truss, +'J 4- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI/VVECA In BCSI,copies of which will be furnished upon request. it coincideitwith jointcenterche. 9. Digits indicate size of plate in inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E IH III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-96) 73 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" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 -/ MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M/-- RIAMIIIIIIM0 O cV ► 4�i -/ M-3x4 y > )- y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME: POLYGON PLAN 5-D NH - EJ2 ` 0PR16 Scale: 0.6371 /c /5 ' WARNINGS: GENERAL NOTES,unless otherwise noted: - *��^11��Sy E-�r- 'y'i"„ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual CC �92 4 11 C d.:_ Truss: EJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at OP DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is* is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � ,- ry., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON//�rr^rr /id 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. 37' ,�.¢¢__�,t�E+.avN 'K! SEQ. : 6051349 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, s.- `J +y4 design loads be applied to any component. and are for"dry condition"of use. ✓.,�1 "�}f 1 + (� ^"1:-. TRANS I D: 407540 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 V �?. fabrication,handling,shipment and installation of components. Design assumes adequate drainageis provided. 6.This design is furnished subject to the limitations set forth by .Plates shall be located on bothoth faces of truss,and placed so their center 11111111111111111 TPI NlCA in BCSI,copies of which will be furnished upon request. git coincide with jointpcenterteinches.9.Digits Indicate size of plate in Inches. nn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-144) 105 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 309V -66/ 185H 5.50' 0.49 KDDF ( 625) 1'- 9.2" -65/ 156V 0/ OH 5.50" 0.25 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -103/ 153V 0/ OH 1.50" 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ •1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' -/ MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" 0) MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 10.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0) load duration factor=1.6, 0 Truss designed for wind loads V 0 in the plane of the truss only. LO 01 I r/- o � � - -/o ► 4�� M-3x4 y y 1, y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4.3I OD JOB NAME : POLYGON PLAN 5-D NH EJ3 Scale: 0.5134 %FP /)/y fi 1/l WARNINGS: GENERAL NOTES,unless otherwise noted: �i)�y✓/�17 � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `^�G 1.0 P E. i Truss: EJ 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. l 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by +a1rk W Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # C3F�E{aON� f, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON `s7 SEQ. : 6051350 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �y design loads be applied to any component. and are for"dry condition"of use. f '�,� 0 l' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if _ f7 necessary. `t"!,`'Ls 1:y i ik,,,.. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r7 R 5.- e.This design is furnished subject to the limitations set forth by it.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIMrrCA in BCSI,copies of which will be furnished upon request. lines coincide with jointfcenter nche. 9. Digits idsize oplate in lines. v t- o ntttt MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPI RES:12/31/2015 1110111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(•194) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -167/ 308V 0/ OH 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'• 11.7" -138/ 205V 0/ OH 1.50" 0.33 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 of) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0,009" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" (I MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, 12 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, a, Truss designed for wind loads o in the plane of the truss only. 0 0 M PAIIMIMIll O/--- 4►-� O M-3x4 )- ), y y 1-00 2-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - EJ4 o `� Scale: 0.4250 /5/E' /s WARNINGS: GENERAL NOTES,unless otherwise noted: SCJ Iy/ N!' y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual °9G 1;P E. ft Truss: EJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. , 4141101"P 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 /t�� continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4/iit 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 i, SEQ. : 6051351 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, iii� fl,(hc, design loads be applied to any component and are for"dry condition"of use. f 1 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. d i' 4- 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate onne dthifac a istru ,provided. 'i"1,�4' v. I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located both faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Elines coincide with joint center linea 9.Digits indicate size of plate in inches. r 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 21.31/20nn 15 IIIIII11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-72) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -156/ 460V -5/ 51H 1.50" 0.74 KDDF ( 625) 0'- 11.2" -105/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0' -81/ 31V 0/ OH 1.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 6.00 4 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.035' MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ D'• 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads co/ 1 o in the plane of the truss only. o 0 o of AMA M-3x4 1 y , y 1-q8 1-00 (PROVIDE FUIL BEARING;Jts:2,4.4I • i ..,0 PR Ori- JOB NAME : POLYGON PLAN 5-D NH - P1 Scale: l,0020 ti 1 1�y511 WARNINGS: GENERAL NOTES,unless otherwise noted. *C�G i 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: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at woo. Po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length byrF DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OR 44. 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. A. SEQ. : 6051353 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, iii `7 (NN design loads be applied to any Component. and are for"dry condition"of use. 14, 4. �.. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment'..and installation of components. 7.Design assumes adequate drainage is provided. B.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center 1111111111111131111 TPI WfCA In BCSI,copies of which will be furnished upon request. Dligit coincideintwithizjointcenterinches.9.Digits idsize of platein lines. �f rye MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/4015