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Plans (90) t\oi :?)\es- LC t WO r _ 1 11 11p RIGHT "a ARI ASI, AS.11 ASJ2 -- Illaillallir ASJ2 /I W 12 Er AHI (2) , "Arierimm, , AH2 Ar wommimmirA --- AH4c Air ANwinimpr SMO 1AH6 AH7 sir 17 �. Al (4) AH7 AH6 6:12 6:12 AH5 AM BH3 �- BH2 6:1! ILD2 (2) E2 (3) R•12 N. '—'194/ 8:12 DiT M 6:12 Iiii___I_N\ ►� CONFORMS TO DESIGN CONCEIT/8 t 6: I cr.' g ❑ CONFORMS TO DESIGN CONCE WiTI-r _t_ REVISIONS AS SHOWN CONFORMS TO DESIGN CONCEPT 8141° ❑ NON-CONFORMING-REVISE A TE MIT -i CONFORMS TO DESIGN CONCEPT WITH I l SHOP DRAWING HAS BEEN R VIEWED FOR GENERAL CONFORMANCE - REVISIONS NOTED mi THE DESIGN CONCEPT ONIT AND DOES NOT RELIEVE THE 3 NONCONFORMING REVISE&RESUBMIT r-tr I FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DRAVANG WO BEENF eEWM F.OT SO.,COIFFIVAfi,E DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY � .h' CONCEPT t s as P8 OT x fi Hi.uH OVER THIS SHOP DRAWING. CON'RACTOR SHALL VERIFY ALL DIMENSIONS. ,o.FTY:AC,IIS l'Di„',M G y Alexia Fukw Date 9/22/14 `O1 By: Todd A. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERIN3©_3 ightcompuTrusInc.2oo6 ILDER. ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT NLY.REFER TO TRUSS CALCULATIONS AND OJECT TITLE: ENGINEERED STRUCTURAL t 1 �� REVISION-1: DRAWINGS FOR ALL FURTHER i ,1 .,,, b 'LAN 5-B COFFER DESIONSIBLEF DESIGNER/ENGINEER OF RECORDNON-TRUSS „ ., um er 7N: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO i p Y REVIEW AND APPROVE OF ALL D T m�{I� � 'IVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. QL ■ a U 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. 40'-0■ GARAGE LEFT o ■ 11-11 o -r-r- \ I --A ASJ1 \ � __ ASJ1 19 ASJ2 �, 1 0 pl _ ASJ2 AH1 (2) 6 121 04_4 , / AH3 101/ AH5C \ \ / AH7 Al (4) sr U Di 6:12 - --- 6:12 -_ - BH3 . e E '(2) _._ 6:12 D2 (2 ti . 6:12 ,1 8-•12 \E1 (3\ tio— Kiil Trig ONFORTIS TO-DESIGN'ONCEPT_ 6 ► i ❑t CAFORMS TO DESI I CONCEPT WITH .111 I �' T . \1 REVISIONS AS SHO N 20'-41/2■ 8,o ®CONFORMS TO DESIGN CONCEPT CONFORMS TO DESEGN CONCEPT WITH ❑ NON-CONFORO r, -REVISE AND RESUBMIT �� D REVEsIowsNOTED THIS SHOP DRAWING HAS BEE REVIEWED FOR GENERAL CONFORDANCE NONCONFORMING REVISE a&RESUBMIT WITH THE DESIGN CONCEPT ALY AND DOES NOT RELIEVE THE rt..1.por ew+ .vr padre FABRICATOR-VENDOR OF ' aP^ISIBILITY FOR CONFORIANCE WITH THE a• a F Iry c.1hF tir.-F.:N .n F 7 ws.. �Cneur.COD .-g, DESIGN DRAWINGS AND 'ECIFiCATTONS ALL OF WHICH HAVE PRIORITY .0■ RI.,.O; I D'^���- OVER THIS SHOP DRAY 4G. 'TS TTTS CUM It=pIFY 4L1 DTIIEn1CTritA By Alexia Fukui Da.' 9/22/14 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19. 2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 ILDG s. / JJE DATE: ABOVE PLAN PROVIDED FOR TRUSS 'OLYGON NW 03/31/14 PLACEMENT R TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL la OJECT 2LANI5- REVISION-I. DRAWINGS FOR ALLFECFURTHER am 1 a INFORMATION.BUILDING ALAN 5-B COFFER DESIGNER/ENGINEEROFRECORD '' mile RESPONSIBLE FOR ALL NON-TRUSS *., r 9N: DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO I B CHECKED BY: REVIEW AND APPROVE OF ALL 0 TRUSS - COMPANY I !VERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. K 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. mils Millek° MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, 6.0(.....6 efOlis. avid Baxter, P.E., S.E. Sr. Structural Engineer . -‘)`EO PROpe MiTek USA co GINE / ,4 2 DB 'rt :9200PE 9r .a=te" ,rte y,, OREGON Lv 'O qy 14, 2- Q, 12/06/2017 �FRRIL- `' EXPIRES: 12-31-2019 MiTek 8 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-343_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: R45642845 thru R45642860 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. R Ofe- �� P F/ 4GINE4\ 87022PE �< c N 7 �Aj, OREGON tis Il 0 1 ER •\'` �O OS A. Hen EX' ' 06/30/ 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 R45642845 PL15-343 UPPER F01 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 08:51:58 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-8NEyW1 4g RLFd dvIFEhBm14aAVwwQ4nAz2y8K8yTrIV I 2-0-0 I I 2-2-9 I I 1-2-0 I I 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 II 1 2 3 4 5 6 7 8 • N0011.1.1.111111.11.1111.1111 — 411111111 .•0000 Q - e e e 13 12 11 10 'a... 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11.4-9 I 9-11-9 10�}t1xr1 111-3-1 1 16-4-12 9-11-9 0-1-'8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 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=-370/0,411=-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. 414 87022PE < REGN tistN 9O FMIER \'` 0 OSA H e?, 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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 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 PL15-343 UPPER F02 R45642846 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 08:51:58 2015 Page 1 I D:j7axn4OsHnThlyaLlAczwoszX1 UY-8NEyVV14gRLFddvIFEhBm l4etVOMQ6mAz2y8K8yTrIV 1 1-6-0 1 1-3-4 1 l n_q_3H 1 2-3-0 1 I 1-2-0 1 1 1-0-5 j 2-6-0 1 Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= - 1.5x3 I I 1 2 34 4 5 6 7 8 9 10 • e b e e Q . e o e ea 17 fi6Vx\ 15 14 13 12 110 3x4= 3x6= 4x5= 3x5= 1.5x3 II 3x4 = 3x4= 13-0-4 I 15-10-12 12-10-8 I Plate Offsets(X,Y)— [7:0-1-8,Edgel,[12:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:74 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) 16=1266/0-5-8,17=335/Mechanical,11=456/Mechanical Max Uplift 17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1294,3-4=0/750,45=0/750,5-6=-1002/0,6-7=-1002/0,7-8=1099/0, 8-9=1099/0 BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 WEBS 3-16=-718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, 9-12=0/379,3-15=0/856 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. ���ED P R QFFss cD NGINE � /o Lg./ 2 ¢" 8 $ 2PE i/ ycl\Aj, OREGO r ,i O l' AMBER 11 \.•/OS A. H ERCP EXPIRES:06/30/2017 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �A a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall MiTek" �` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M1Tek" 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/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642847 PL15-343_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 08:51:59 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-dZoKir2iRlT6FnUyoxCQJFdkUVGo9WIJBihhtbyTriU 2-6-0 2-5-1 I I 1-2-0 I I 2-4-11 Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 oq e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-90 11-7-1 10-2-1 10T 10'1:75:09 I t6-7-4 0--8 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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 IBC20121TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12=399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���ED P R OF FSs 5 NGINE9 87022PE nr OREGIN 4 9O BER OSA . H # EXPIRES:06/30/2017 October 13,2015 aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 MiT �` 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,deivery,erection and bracing of trusses and truss systems,see ANSI/TPi1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642848 PL15-343_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:59 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-dZoKir2iRIT6FnUyoxCQJFdgXvD69WMJBihhtbyTrU 2-3-0 1-411 i t 1-2-0 ii 1-0-9 1 2-6-0 Scale=1:31.6 1.5x3 I I 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 H 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 •4 N N 11111 - 11)4, 1 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4 = 14-3-11 I 13-1-11 13.8.111 1 18-1-4 1 13-1-11 0-7-0 0-7-0 3-0-9 Plate Offsets(X,Y)— [12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incl YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=791/0-4-4,11=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 WEBS 7-13=0/354,8-12=569/0,2-16=-1700/0,2-15=0/1191,4-15=679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, 6-13=860/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •<<-9u 0 PROpeo NGINEE� wO ./ 27' Q 870 2PE N k �ATFOREGO o O41 OnMBER S A. HE.?`‘- EXPIRES: EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not IB 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 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642849 PL15-343_UPPER F05 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:00 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-51MiwB2KC2bztw38MtjjfrS9u5JbVuvuTQMRFPI yTrIT 11-3-0 1 11-1-1 I I 1-2-° I I 2-4-15 I 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4 = 3x4 = 3x4= 4x4= 3x6 FP= 3x8 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 I'l ,1 -, N 2 /-'N 2-/' N. r N , 'N / - - . P.E 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 355 = 3x5 SP= 15-7-9 I 14-5-9 15-0-91 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) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Inc" YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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=-357/0,13-184-426/0,2-26=-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)Prov {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. irc:1/4E3 P R OFc <<- G wo �� � '- 87022PE -Yr- y5 fi-j, OREG N R�Qui &ER O`) A. H ECk EXPIRES:06/30/2017 October 13,2015 WARNING-Verily 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 tW a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M1 d;�eka 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/rP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642850 PL15-343_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 08:52:01 2015 Page 1 I D:j7axn4OsHnThlyaUAczwOszX1 UY-Zxw57X3yzMjgU4eKwMEuOgiAJi57dZUcf0AoxTyTrIS 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 2 X 4 e �6�'a 5 4 3x4= 3x4=r4-1-0 3-11-8 I LOADING(pst) 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) 0.00 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 IBC2012TTPI2007 (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(lb)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 beating 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. ���ED PR QFFss ,15 �NGINE9 /D 2 z.(-- 87022PE T y /3 OREG•N qy 40 OS A. H ERCP EXPIRES:06/30/2017 October 13,2015 t t MINIM 11111 WARNING-Verily 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/rPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642851 PL15-343_UPPER F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-18UTKt4akgrtt6EDXU317wIFEy6GyMs8mtgwLTwyTrIR I 1-7-12 I I 1-8-15 1 1-2-0 I I 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x5= 1.5x3 I I 1 2 3x8= 3 4 5 6 7 8 9 10 11 .. o o _a`\\ a :. o • ee •�eo 19 17 16 15 14 13 1-2 3x4 II 3x6= 3x8 = 3x5 = 3x5= 1.5x3 I I 3x4 = 3x4= I 1-10-12 2-n4 17-5-4 I 1-10-12 11-1-8 i s-5-n Plate Offsets(X,Y)— [2:0-3-0,Edge],[8:0-1-8,Edge],[13:0-1-8,Edge],[19:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 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:17-18,16-17. REACTIONS. (lb/size) 18=1194/0-5-8,12=627/0-2-12 Max Gray 18=1194(LC 1),12=662(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 12-13=0/909 WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, 4-16=0/641,4-17=935/0,10-12=1092/0,10-13=0/1027,2-17=0/1309 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. 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 Orrestrained 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. �o`�0 P R OFFS 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �NGI N EF. Swo2 LOAD CASE(S) Standard 17: 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 8 I 2PE ` c Uniform Loads(plf) Vert:12-19=-8,1-11=80 %. Concentrated Loads(lb) CP Vert:1=304(F) (nA y �, OREGO c5 / � � BER �� � S A HEp'� EXPIRES:06/30/2017 October 13,2015 I mit WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEE REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Heights,CA 95610 Job Truss Truss Type Qty 'Ply POLYGON R45642852 PL15-343_UPPER F08 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-18UTKt4akgrh6EDXU317wtFLO6PFMzVmtgwLTwyTrIR I 2-6-0 10-5-10 I I 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4= 3 4 53x4 = 6 0 0 0 0 0 0 N e e e e e 3x4= 1 9 8 3 ' 3x4= 3x4 = 3x4= I 3-1-2 31-1I0 3-9-10 1 4-4-10 4.16-? 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 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/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. 7eco NG GINE4\\ 87022P� 9r i >N "oi, R GON ft, O ,1,1 SEP( 4 ms`s A. H E�0.4. EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE NI, Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/i811 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642853 PL15-343_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 08:52:02 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-18UTKt4akgrtl6EDXU317wIFL26Q_M?fmtgwLTwyTrIR I 2-6-0 I °-0- I I 12-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II JIiii o N b e e e 6 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-1431.21 3-9-6 I 4-4-6 6-2-8 I 3-0-14 0-1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— [4:0-1-8,Edgel,[8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (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(Ib)or less except when shown. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. G� �NGiNEF-T io29 870 2PE 7 �Aj, OREGO t-O41 9O cc,�BER 1� ' . On A. Heck EXPIRES:06/30/2017 October 13,2015 4 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE lel 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 SCSI 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 R45642854 PL15-343_UPPER F10 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 08:52:03 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-VK1 rYC5CVzzYkOoj1 nHMT5nQtWc?5LTv6KgvOMyTrIQ 2-3-0 1 1 1-7-11 I I 1-2-0 11 1-4-9 1 16-0 1 Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 ® o _• o eo • 44044444044444444 - 40000000000.- - - 1101.1.111.111111111111111111111111 -1111111111111111 O 8 4 e e e 1'46. 14 13 12 11 3x4= 3x6= 3x6 = 1.5x3 II 3x4= 3x4=- 12-3-11 12-3-11 1 11-1-11 11-8-111 I 15-5-4 1 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y)- [6:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 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) 15=673/0-4-4,10=673/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2121/0,3-4=2121/0,4-5=-2434/0,5-6=-2434/0,6-7=-1775/0,7-8=-1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 WEBS 7-11=-417/0,2-15=-1416/0,2-14=0/910,4-14=380/0,5-13=274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 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. - <- PROP ENGINEER /, 4 , , 2 ' 87022PE vI-- rn 7c-j, OREG N Ro i. 4/ O OSA HEC‘4.P EXPIRES:06/30/2017 October 13,2015 t r 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 MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �W a truss system.Before use,the building designer must verify the appfcability 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/IP!'Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642855 PL15-343_UPPER Eli Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:03 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-VK1 rYC5CVzzYkOoj1 nHMT5nVTVNK5Qgv6KgvOMyTrIQ I 9-6-0 I0-5-10 I j 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 e o o e 0 0 N N e e e e (/> a 3x4= �7 \ 1Ci ( 9 e 8 <\ 3x4= 3x4= 3x4= I 3-1-2 3/-110 3-9-10 1 4-4-10 41.6-12 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,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 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=761/0,3-4=-761/0,4-5=761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=757/0,2-9=28/290,5-7=-737/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � b P R 5FF`SLS 74TNE \9 Q 87022PE70� �� d6A��fi�'i�lf/w�s N y �A�, OREGO tip 4/ OSA HE. EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1411 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek* building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabitty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,defvery,erection and bracing of trusses and truss systems,see ANSI/IP11 Quality Criteria,DSB-89 and BCSI Bullring 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 R45642856 PL15-343 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 08:52:04 2015 Page 1 I D:j7axn4OsHnThlyaUAczwOszX1 UY-ztAbDIY5rGH5PLYNvbUob?I KcYwzDgoB2L_PSYoyTrIP 2-6-0 1 2-3-5 I I 1-2-0 I I 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 11 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 • o _ o o _ • o iiiiiiiw \N 4 p _ 1 12 11e 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-1113 )1-3-131 1 16-5-8 10-0-5 0-y-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],j11:0-1-8,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!nor YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/0,3-4=-2476/0,45=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=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ti,ED P R OF6-n ,,5 tiNGiNE .'V /p 1 ,,,_,Cr- 8 1 2 P ,,9' ..,, cv � -,, N -y -j, OREGO rt? ttr �O �M8ER 1\ �O OS A- HE.?' EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Mil, Design valid for use only with M7ebS 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 appFcability 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/Mil Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642857 PL15-343_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 08:52:04 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-MdDIY5rGH5PLYNvbUob?IKYhww3gnT2L_PSYoyTrIP I 2-3-0 [_ 1-4-11 11 1-2-0 11 1-2-5 I 2-6-0 Scale:3/8"=1' 1.5x3 I I 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 o 0 0..... -N- - /�� e N N e e e e 1.. 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4 = 14-3-11 I 13-1-11 13-8-111 I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y)— [12:0-1-8,Edge],[13:0-1-8,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 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=797/0-4-4,11=797/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2664/0,3-4=2664/0,4-5=3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 WEBS 7-13=0/349,8-12=534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=1869/0,9-12=0/1118, 6-13=853/0 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)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. <<-Q,EQ PR Open ��c;. , �c�GI NEER /o1 87022PE cv C.? �Aj, OREGO fto tv 'PCbs 8ER \„0.1O A. HE-x- - EXPIRES: SR EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon paramefers shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the apptcabillity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642858 PL15-343_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 08:52:05 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX i UY-Rj9bzu6T1 bDGzix69CJgYWtoVVKMsZ14Cae904EyTr10 2-0-0 I I 1-10-1 I I 1-2-0 1 1 2-5-3 1 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 o o o o 4 \ e o e e 11 10 9 4 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 19-4-9 12-0-12 1 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)— [6:0-1-8,Edgel,[10:0-1-8,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 0.42 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. <cYs P R oFfiSO NB �4 /O 74 ; r 2 2 87022PE 9 co cv 7c‘",-$,`-OREG•N if'AO O OBER r O S A- He?' EXPIRES:06/30/2017 October 13,2015 $ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE NI 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 Crtieria,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 R45642859 PL15-343_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 08:52:06 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-vvjzAE75ouL7brWljvg35jP2XjoSIpQLoluZchyTrlN 1-4-17 1 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 • R N { K K K K i< A 5 4 3x4 = 3x4 = I 2-11-12 I 2-11-17 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl 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 Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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 465--10,1-3=100 Concentrated Loads(Ib) Vert:2=188(F) • ( \c O P R OFFS �� Co SNC,INEER `S/01, -57 87022PE f N N , N y �-j, OREGON cp O4, 9�, F^'j8ER \\ OS A. He?` EXPIRES:06/30/2017 October 13,2015 m e a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERANCE PAGE WI-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/T911 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 R45642860 PL15-343_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc Tue Oct 13 08:52:05 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgY\MgOKQEZKsCae904EyTrIO 1 1-6-0 1 1-5-10 1 I 1-2-0 11 1-4-14 1 2-6-0 I Scale:3/4"=1' 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4 = 11 3 4 53x4 = 6 O O O o 0 i N XXe e n e 0 s e 3x4= 1 9 8 �f) 3x4= / \ 3x4 = 3x4= I 3-2-10 13-9-104-4-10 1 1 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(psi) 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 Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=497/0-2-12,7=412/0-2-8 FORCES. (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) ����D P R OFFss Vert:7-10=8,1-6=-80 Concentrated Loads(Ib) �NG]NEF. /O Vert:11=-169(B) 87022PE f yN N z �Aj, OREG N (-15 zz/ O13 OS A. H ECk�P 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 Mifek®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 verity 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/TPII Quality 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 Symbols Numbering A en I Safety Notes PLATE LOCATION AND ORIENTATION /q 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I I (Drawings not to scale) Da f nage or Personal Injury offsets are indicated. ry MINIDimensions are in ft-in-sixteenths. Additional Apply plates to both sides of truss 1 2 3 1. stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS iagonal orX-bracing,is always required. See BCSI. 2. T uss bracing must be designed by an engineer.For 0.1/1 6' ide truss spacing,individual lateral braces themselves 4414 WEBS ay require bracing,or alternative Tor I 0 �_� IL\II O Bracing should be considered. 1_1M_41110p 3. stack materials Bever exceed the on designinadequately loadingbraced shown nd never (!°- trusses.ae a_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-8 �O designer,erection supervisor,property owner and plates 0-IU' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jpint 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. esign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT t e environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. B. nless otherwise noted,hall not exceed 19%at timelf fabricatiure content on.lumber PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: Use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Qamber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 niesponsibility 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 ihdicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved Approval of an engineer. *IMO reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 0.7-7-41 ,will 18.Use of green or treated lumber may pose unacceptable 'Kr,. environmental,health or performance risks.Consult with roject engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19. eview all portions of this design(front,back,words Plate Connected Wood Truss Construction. nd pictures)before use.Reviewing pictures alone s not sufficient. DSB-89: Design Standard for Bracing. ■ BCSI: Building Component Safety Information, Tek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 mit MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B 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: R41832522 thru R41832537 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. PA OFL- \c ENGINE 414 2PE < y '0),OREGON n .4.1'A0 �48ER '�'` �O C)s A. He. 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. MI-1T MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax 916/676-1909 5B 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: R41832522 thru R41832537 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. 01ONIO a -tG3sTE 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 Q4/ Ply 58 R41832522 PL14-90UP F01 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 15:39:21 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-cHTKdJc1YpmObb_IRPgo7B0ohgO7S71HOPDhOfzOQTa I 2-6-0 I I - 2-2-9I 1-2-0 I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 q .11111111 — q N N e e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 1 1r1 111-3-1 I 16-4-12 I 9-11-9 0-'1-.8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): [10:0-1-8,Edgel,[11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4�1ONIO .i.„4,TOP CHORD 2-3=-2463/0,3-4=2463/0,45=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 ©' ov S-11 WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,411=-460/161,7-9=-1636/0,7-10=0/1105 ''€V NOTES :_ 1)Unbalanced floor live loads have been considered for this design. c/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. e'T 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. {'] 4� � GIST LOAD CASE(S) Standard ki's 14.6v �,\� �NOI �F9 >©' c' 87022PE 're- --y j, OREGO 2) 4/ 'S /14, �\• ate kA. HERi EXPIRES:06/30/2015 April 22,2014 i A WARNING-Verity design parametersand REAP f37ESONTTHIEAf mum INTER REFERENCE PAGE MTh 7373reK1/25/1614WORE USE �� Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. IQ 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 responsibilGty of the p dg �'`� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI 1C fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it Southern Poly(SPI barber iu sp euifled,the design vabueu are those eife-tttve milt./SOLS by MSC Job Truss Truss Type Qty Ply 58 R41832523 PL14-90UP F02 FLOOR 5 1 Job Reference(notional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:22 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-4U1 igfdfJ7uFCIZU_7B2f0Y183goBcGRF3yEw5zOQTZ 1-6-0 I 1-3-4 -I 10-6-3 I I 2-3-0 1 1-2-0 I I 1-0-5 2-6-0 i Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 34 4 5 6 7 8 9 10 !.,,,,,,1 e o 0 0 0 9 – — /.. e 4 N c e e e a e 17 15 14 13 12 11 3x4= 3x6= 4x5 = 3x5= 1.5x3 II 3x4 = 3x4= I 3-0-4 I 15-10-12 I 3-0-4 12-10-8 Plate Offsets(X,Y): 17:0-1-8,Edoe1,112:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC20127TP12007 (Matrix) Weight:74 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) 16=1266/0-5-8 (min.0-1-8),17=335/Mechanical,11=456/Mechanical Max Uplift17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) o'VONTO `i' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. fl� W SA> 'i TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=1002/0,7-8=1099/0, (y �'( �t� 8-9=-1099/0 $` / BOT CHORD 16-17=664/0,15-16-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 �y rp >t', �� WEBS 3-16=-718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, 9-12=0/379,3-15=0/856 } ■■■ �� 4. N TES OU balanced floor live loads have been considered for this design. {) �U � 2)Refer to girder(s)for truss to truss connections. �•'� IST ' 1 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. SStONAL r, „Ss 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. �0.0 P R ark., LOAD CASE(S) Standard ,, ' ENGIN - /02 870 2PE ��t✓ u) ,21 iv n OREGON el, (z) 4i -Sys' ,6'4,/ ��' eps A. HR,,, EXPIRES:06/30/2015 April 22,2014 f r a ARPNING-Veifgdesign pram tsrsand READ NOTES DR71115AND FM2UDEDWEEK REFERENCE PAGE 1411-1473R81/29/IDJ4MREUSE NI 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 responsibility of the MiTe{1e�^ 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,consuf ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If 5outhern Pine(S.1 turrr#er is spmuifieft the design values are those effective 06/011201 a by Af.5£C Job Truss Truss Type Qty Ply 5B R41832524 PL1490UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXlUY-Ygb42?eH4R06gv8gYgiHCc57kT4EwOFaTjinSYzOQTY I 2-6-0 I I 2-5-1 ---1 l 1-2-0 ii 2-4-11 I Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 Q e e ` • 1 12 11 10 LJy4�� 3x4= 3x8= 3x4= 3x5= 354= 10-10-9 11-7-1 I 10-2-1 101319 111-5-9 1 I 16-7-4 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): fl0:0-1-8,Edael,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 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 IBC20121TP12007 (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. 4�. TONIO 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 O7 of WAS T, --t� 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 ''V NOTES AY /: lk rri 1)Unbalanced floor live loads have been considered for this design. —.i 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 t V be attached to walls at their outer ends or restrained by other means. 4. 1) �, 49639 � �, LOAD CASE(S) StandardIS {t PRO ' -0Fes�� N,G r. w O6. ,q. Ed91 cc 870 2PE c- ol cv fid;,, OREG N 22 <trN -7 OC) BER \� d S 4. H R P EXPIRES:06/30/2015 April 22,2014 t t WARN)(-Vafif If design paFame t2r5 and 100101ES 011 THIS AIC itiatiDED MITEK REFERFACE PAGE MI1-1413 rek 11 29/1014 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 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/T911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Sout.h•rr Pate(5P lumber Is specified,the detigh values are these effective 06/01/2013 by MSC Job Truss Truss Type Qty Ply 513 R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Paafic Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Os9SFLfvrk8yS3it6YDVdpeEXtNnfT6kiNRL? zOQTX 2-3-0 I 1 1.4-11 II 1-2-0 I I 1-0-9 I 2-6-0 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 I I 4x5= 1.5x3 II 1 7 8 9 10 i2 a 3 4 5 6 a 111111111111111111-.0111111111111111111111111101111111111111111111111111111,- / . e e e en \Wr e o 1:..- 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 I 13-1-11 13-8-111 1 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): r12:0-1-8,Edael.[13:0-1-8,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 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIO `4,' TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=2477/0,8-9=2477/0 Vii, BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 ©t7 �v t1v'AStr, !jT WEBS 7-13=0/354,8-12=569/0,2-16=1700/0,2-15=0/1191,4-15=679/0,6-14=0/405,9-11=1858/0,9-12=0/1092, `4t� 6-13=860/0 „� tt^ '8, NOTES - t3 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. '4,17. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. d 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0 �' 4� 9 be attached to walls at their outer ends or restrained by other means. "� DIST£R g LOAD CASE(S)_standard ZONAL'e1 mac;`' ,,. . ..9. �0.,' Q 87022PE ter' N 7fi'0,,,,, OREG N o 4� On ',$ER ,�, A,• � A. HSC;" EXPIRES:06/30/2015 April 22,2014 e i a WAR?NC-yersfydesign paraofetea and READ NOTES ON Das AN INCLUDED MIERREFERENCE PAGE 1415-7473 TEL 1/29/28/4WORE USE 1� Design valid for use only with el(connectors.This design is based only upon parameters shown,and is for an individual building component. 's 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 regardingMiTek" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPI1 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. Citms Heights,CA,95610 tf§uuthereP $5P1 lumber Is specified,the des:••i.;rsxaiueu are these etiecbvez3[g01f2013 by ALSO 9 Job Truss Truss Type Qty Ply 5B R41832526 PL14-90UP F05 Floor 9 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 39:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-zFGDgOgAMMOghMsFOzG_gEjdrt14P7JulAhwS3tzOQTV 11-g-0 I 1 1-1-1 II 1-2-0 II 2-4-15 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 a```I 2 m al a o E 2. 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5 = 3x5 WB= 15-7-9 I 14-5-9 5-0-91I I 20-9-8 I 14-5-9 7-0 b-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel.[18:0-1-8,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 0.59 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=909/0-4-8 (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. 0"ON1O 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, o' SSVWASj.�r, 13-14=-3519/0,14-15=-3519/0 (j �V 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, nn /1' 19-20=0/3519,18-19=0/3519,17-18=0/1990 c 1, ., 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, *rr t vr 12-20=0/1057 t NOTES �, ,,„49639,��y fr si 1)Unbalanced floor live loads have been considered for this design. S1E� ' 2)All plates are 1.5x3 MT20 unless otherwise indicated. SsI, Ili �' � 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 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. PR(?Fess LOAD CASE(S) Standard . �C,,. c� ?0, 144 cc 87022PE �t- 5. iv - m4>, OREGION 20 44, "'S ,6"4,„$ER i,� �q Ot$ A. HE. P EXPIRES:06/30/2015 April 22,2014 1 i P WARNEN3-Verify design mama tea and READ f/SlEE ON THIS AND DIMMED NdITEK REFERENCE PAGE hff7-1413 ren.1/29/2014 BEFOREUSE ""' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �R 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' 14• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll 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 S,airthern Pine( lumber iv specritied,the decgttvalues ate:Mese effective 05/01120.13 by ALSC Job Truss Truss Type Qty Ply 5B R41832527 PL14-90UP Foe 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 15:39:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKtiEo7WE1AhwS3tzOQTV I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 N e P • I e 5 4 3x4= 3x4= 6-1$I 4-1-0 I 1-a 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 10NIO 1,4 1)Refer to girder(s)for truss to truss connections. fltj O6 WAS. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. CJ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. n e%� x 'to 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 !' -` IA t'll be attached to walls at their outer ends or restrained by other means. r LOAD CASE(S) Standard 1 .4, 49639 tV I.0NALr, t �ti.`0p PRQFeSS „ofkr 87022P� of 7 'Q,,,, ORGONc: Q<u - fi BER11 '.O O SA HS?' EXPIRES:06/30/2015 April 22,2014 t it WARNING-Ve ydesignpaaameletsand READ NOTES ON THIS AND IN (UD€DHITEK REFERENCE PAGE MID 7413 Ccs I/9/1014 BErORE USE . 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 MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 14! fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine i:.-5P}iemoter ix specified,the design wattles are these effective 0fs/O1/2013 by ALSC Job Truss Truss Type Qty Ply 5B R41832528 PL14-90UP F07 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgoeLOlSvfozjUmsbG8Jd?PY81zOQTT 1 1-7-12 1 1 1-8-15 1 1 1-2-0 I I 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 19 8 17 16 15 14 13 YY 3x4 11 3x6= 3x8 = 3x5 = 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2-914 17-5-4 1 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y): f2:0-3-0,Edge),18:0-1-8,Edoe),f13:0-1-8,Edge),I19: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 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Ina NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 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:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) 0,c0N10 p, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ' TOP CHORD 1-2=0/670,2-3=-950/312,3-4=950/312,4-5=2192/0,5-6=-2192/0,6-7=-2379/0, 0% C w.4$j.�r, r 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 , 7 BOT CHORD 17-18=670/0,16-17=32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, �S / xt. ala 1 12-13=0/909 9 '�'i 1, N WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=259/0,6-16=-295/0, 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 T � NOTES ,iii6i=k" 1)Unbalanced floor live loads have been considered for this design. {� `r4¢� 16� {(am 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. • {'INTER C' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4‘'S'10 V, NAL 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 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. Q,Ed P R n r- S The design/selection of such connection device(s)is the responsibility of others. (L `Jfes 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �5 &NGI -FR /at LOAD CASE(S) Standard 87022PE mac' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) rN Vert:1=304(F) F �'° OREGO ri, 44, `FIBER >1 .\'° Osr A HE�\ 4' EXPIRES:06/30/2015 April 22,2014 t ®WARNIfs-Verify design parrrreterSand READ ACTED ONTHIS AND 1M2110EDMITEKREFEREfC£PAGE KIT-7413 rev,1/29/1014 BEFORE 1155 Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Na Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPll 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 ern time/57i ittruher Ls siteifiesh the design salves are arose effective i36/Oi/2Oi3 by ALSC Job Truss Truss Type Qty Ply 58 R41832529 PL14-90UP FOB 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 15:39:28 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgoeLOlSvto4nUv9bNVJd?PY8IzOQTT I 2-6-0 10.5-10 I I_ 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 II 1 23x4= 3 4 53x4 = 6 - r, 0 0 7..... 0 0 N 2 e e e e e3x4= 19 8 4' 3x4— 3x4 = 3x4= I 3-1-2 31-110 3-9-10 I 4-4-10 416 8-6-8 I 3-1-2 0-1 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edoe1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. � IO TOP CHORD 2-3=-732/0,3-4=732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=01732,7-8=0/665Oc7ry WA y^p,, � WEBS 2-10=-736/0,2-9=37/269,5-7=-718/0 W N NOTES , f 1)Unbalanced floor live loads have been considered for this design. -- i 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. iill 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to .d 4 be attached to walls at their outer ends or restrained by other means. Q ' 3 ) ray LOAD CASE(S) Standard cs,$'1ONAL A '� ' K.(0�EO P.R QpFss ��ti5 ENG)NEF'X /'?' 870 2PE v y ^cx,'j, OR EGO 2�74U. �' fi 8ER11 Os, A HE. EXPIRES: EXPIRES:06/30/2015 April 22,2014 1 > a WARNIN3-Verify deggn parame tan and READ NOTES ON MIS AM INaDDED WIEN REFERENCEPAGE 411-7473 rev 3/29/20/4 BORE USE —_ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �R 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 responsibilfity of the ��`< erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine 15P1 iatmber ix specified,the design values are those ef#ecttee O6f01/2013 by ALS€ Job Truss Truss Type Qty Ply 58 R41832530 PL14-90UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-NgyL12j2fHmFYgbgv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 1 0-5-6 1 1 1-2-0 I 1-7-2 Scale:1'=1' 1 1.5x3 I I 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II 0 N N 1---- \\\' ke ee 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 2-2- 3-9-6 1 4-4-6 6-2-8 1 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): F4:0-1-8,Edge1,18:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 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. TONDO 46, TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 fl% OVWAS4i4VV '�f^" WEBS 2-9=-456/0,4-6=-424/0 F� �� o NOTES c /;,4 ` , t 1)Unbalanced floor live loads have been considered for this design. ';r 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d 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 tQ G lig "�11- �,G{y be attached to walls at their outer ends or restrained by other means. 4, f%ZS`i` LOAD CASE(S) Standard �SIOAr t�`� PRQp-ty (�5 �, F9 /p44, er 870 2PE t 7CP r<V TCN'�',,, OREG J 2;4 • ,�O fi BER \� �el ' A. 4-IE.R�`?''' EXPIRES:06/30/2015 April 22,2014 1 1 a KARN -Verity design paaaeefurs and WO MIESvN THIS AND INMIDED IIITEK REFERENCE PAGE 1411-7473 r21/29/2D 4B_FF 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 stabifty during construction is the responsibillity of the �'�{ 'f^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 !C fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f S msithern Pim ISM burner as stae ciified,the design values are these etlecteve CtS/OLf201S try ALSO Job Truss Truss Type Qty Ply 5B R41832531 PL14-90UP F10 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 15:39:30 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-rOW1WOjgQau6A_AOSoKw 4uKNIS83Cjc4JufCezOQTR I 2-3-0 I I 1-7-11 I I 1-2-0 II 1-4-9 j 1-6-0 I Scale=1:26.9 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 e • - o _ o e o • illi N ® e04 O O e e e p 1. 14 13 12 11 4Jp�� 3x4 = 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 11-8-11 I I 15-5-4 I 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y): f6:0-1-8,Edoe1,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 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) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. "ONTO TOP CHORD 2-3=-2121/0,3-4=2121/0,4-5=-2434/0,5-6=-2434/0,6-7=1775/0,7-8=-1775/0 to- BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 o' OV WAS444 ,(4 WEBS 7-11=-417/0,2-15=-1416/0,2-14=0/910,4-14=-380/0,5-13=-274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 C ,e-- . G NOTES n"' ,2 • V 1)Unbalanced floor live loads have been considered for this design. — i 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. r` // 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 to937 be attached to walls at their outer ends or restrained by other means. ©, • X15"1 4 LOAD CASE(S) Standard a4;s�� ,a5 At _co PROfe � AG)N$� s>,j �Cr� ?ice Q 870 2PE cv F fi-0),, OREGO 241 On 448ER \ N- A. HERP • EXPIRES:06130/2015 April 22,2014 e a WARNDE-VerifydesipeparametersatsdREAD NOTESONTHIS AND MIMED MITER REFERENCE PAGE MII-7413r ts1129/2014BEFORFUSE �� 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 W is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �g�y�� + erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fY� 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,D5B-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 8Southern Pine(SP)lumber lesp ified.,the design wetues are these eftectiveOlt/0I/2Oa3 by ALSC Job Truss Truss Type Qty Ply 5B R41832532 PL14-90UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-rOW1WOjgQau6A__AOSoKw_4uPzIbT3Hwc4JufCezOQTR I 2-6-0 10-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 o q N N e e e 10 9 — 8 3x4= 3x4 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 4f6-R 8-8-8 I 3-1-2 0-1 0-7-0 0-7-0 O-1 4-2-6 Plate Offsets(X,Y): f8:0-1-8,Edael,f9:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONIO 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 O IDV WASftl j WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 (F ,�4t f Q ' , f 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)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. " 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ' it,be attached to walls at their outer ends or restrained by other means. O '�'• G f ST'S ,^\' LOAD CASE(S) Standard VsIONAL c o-- co ' / c , --'9 O��Q87022PE9' Cp -t1›, OREGO t�,� 1� ' �4BER11, 'gip EXPIRES:06/30/2015 April 22,2014 t F WARNING-Verify des*yarar€teternand READOTESONTHIS AND IN LlDEOMITEKREFERENCEPAGGEM11-7473 rex 1/79/2014 BEFORE USE Design valid for use only with M1ek 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 Kii 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 regardingMiTek' fabrication,quality control,storage,delivery,erection and bracing,consuli ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if man Pins IV)hamher is cpectfted.,the design values are these etFectsve 06/01/2013 by ALSt Job Truss Truss Type Qty Ply 5B R41832533 PL14-90UP 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 15:39:31 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-JD46jkklBuOzn7IDOWr9XIQW2ipMofRmJzeDk4zOQTQ I 2-6-0 I I 2-3-5 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 O ' V O \ O e •• N Q ee 19 12 11 10 3x4= 3x8 = 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-1113 11-3-131 I 16-5-8 I 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edael,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 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 IBC2012ITP12007 (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. 1ONIO TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 01%/77.-i.WAS'/{>, r 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 4,� W NOTES /, . �_' ,z t' 1)Unbalanced floor live loads have been considered for this design. — to 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r� 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 "a be attached to walls at their outer ends or restrained by other means. ' 4, 49(x3} 9 41 LOAD CASE(S) Standard SsJa AI._ i _c<5'` D P R OF, CS" �� ��c'I NE,, /02�c' 87022PE / cls cv yAjc OR EGO 2�,41./ O M&ER \ ©S A. H ER4� EXPIRES:06/30/2015 April 22,2014 % 1 a KAMM-Verity design parameters and READ SOTES ONDas AND INCLUDED HITEKREFERENCEPAGEM11-1473 ay.1/29/1GI8GEFORFt/SEw �� 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 p T '` le14, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mr ` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/WPli Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP1 lumber in specified,the dehi:;erss valuer.are these eifettive O6/01./2O13 by ALSC Job Truss Truss Type Qty Ply 5B R41832534 PL14-90UP F13 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 15:39:32 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-nPeUx4IxyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzOQTP I 2-3-0 I i 1-411 I 1 1-2-0 I I 1-2-5 1 2-6-0 Scale:3/8"=1' 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 04 4111411%N N-.- - All. - N B e° p 7j 1 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 I 13-1-11 113-8-111 1 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): F12:0-1-8,Edeel.113:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o'cONIO jib TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=2556/0,7-8=-2556/0,8-9=2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 -'-'414,O"'J WAS WEBS 7-13=0/349,8-12=534/0,2-16=-1715/0,2-15=0/1206,4-15=695/0,6-14=7/395,9-11=-1869/0,9-12=0/1118, CJ 6-13 �� ..,, 0 T j 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. t/ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 'b 49 i 144, 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 114 + ., be attached to walls at their outer ends or restrained by other means. F IST_ ' ' LOAD CASE(S) Standard 41ONALG1 c0PRQp -y- cc'''.' 87022PE r' -q '0j, OREGO �� 'N 0 fi' BER 1�. O C7S A HE/i)% EXPIRES:06/30/2015 April 22,2014 R 6 ®WARD/E -Verity design pram tea and REAL NOTES ON7f?IDAND mum MITENREFERE PAGE M11-7473,re B1/1912o14BEFOREt/SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 11111 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 MiTek* lc« erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !f. fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Ph-mei-VI Ph-mei-VIlumber 8s spec died,tiSe design slues ore those ve/ISMS./201.3•by ALSC Job Truss Truss Type Qty Ply 58 R41832535 PL14-90UP F14 Floor 6 1 Job Reference(optional) Padfic Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-FbBs8QmZjVHh 1 Rub8xudcjWsmVXEGcZ3nG7JpzzOQTO 2-0-0 I I 1-10-1 1 1 1-2-0 I I 2-5-3 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 0 4 N N � e e e 1.' 11 10 e 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4-- I 8-2-9 18-9-9 19-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edael.[10:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(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=0/1183 �o o WAS , WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 Fi SPY NOTES & ... 1. tll 1)Unbalanced floor live loads have been considered for this design. i 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. e :-C/ 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 "s be attached to walls at their outer ends or restrained by other means. (, G4� 1 :S' , LOAD CASE(S) Standard jNAL: meg'GNE -19 �/O DC7, 2_ 8I2PE r' cp, � c -0j,OREGO 6-1'5)q40, O� M$ER 1 C S A. H EXPIRES:06130/2015 April 22,2014 1 WARNIfT-Verify design parameters and READ NOTES ONNis ANAINWJLtEOHFEXREFERENCE PAIGEMIP-7413 lac 1/29/2014 BEFORE USE Ili/jilt 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 responsibility of the M1 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R2�C« fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS1 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 Seett em Pirte 4SP)leather is spec Ifted,the design'statues are to a ekkettave Win/20U by AI Job Truss Truss Type Qty Ply 5B R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39.34 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kolEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN 1-4-12 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1.8.7 • ' o , N .' 5 4 3x4= 3x4 = I 2-11-12 I 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 Incl NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 J'. ONJO 14, NOTES Q 44' o T 1)Refer to girder(s)for truss to truss connections. "W 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. nn %1 d 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 `Z, 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. The design/selection of such connection device(s)is the responsibility of others. f` 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 49639 LOAD CASE(S) Standard 46 SSfTER� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 S Uniform Loads(plf) �IONALV' Vert 4-5=-10,1-3=100 Concentrated Loads(Ib) Vert 2=-188(F) eci � cO PRO e 87022PE V At>; OREGO 2a <U O©t 4I&ER � '° A. f{E- EXPIRES:06/30/2015 April 22,2014 WARNI/J-YeritydesignparameletsandREADWITS0/fT/IP54NDI$I200EDMIIEKREFERENCE PAGE MMIP-1413reB1/29/2L24B REUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i !� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7811 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 sa-.uttnem Pine(SP1 lumber is xpe:fied:,the design wat, are.diose effective OS/01/29013 by A/SC Job Truss Truss Type Qty Ply 5B R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-FbBs8QmZjVHh1 Rub8xudcjWuGVbcGeL3nG7JpzzOQTO 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 o 7,. e 0 0 " N e e e 1L 9 e 8e3x4— 3x4 //XX�\ = 3x4 = 3x4= I 3-2-10 13-9-10 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): f8:0-1-8,Edgel,f9:0-1-8,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 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. "ONTO \\,,,,;.,?:1„.4, 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 fl V�'AS Tr- WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 0 ''W NOTES lo � ' 1 N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to .0 be attached to walls at their outer ends or restrained by other means. 0 4 �9G39y w 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. Z t The design/selection of such connection device(s)is the responsibility of others. sSIONAL G 6)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 0PR Uniform Loads(plf) et Vert:7-10=-8,1-6=-80 c:.;,.Z)' G)NE&.,r Concentrated Loads(Ib) ip Vert:11=-169(B) 4t 870 2PE T-- 0 Cl) vN -7 -0j GREG N c;;Q1v. O ' $Ea � On A, H R,\P EXPIRES:06/30/2015 April 22,2014 t WARNING-Verdi pasaruelerx end READ METES ON THIS AND INCJOEII WIER REFEREKE PAGE MIP-7413 ret,1/29/2014 BEOREEL/SE11 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 responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Parse ISP harssmer is specified,the design values ere those effect we 0610112013 by AM Symbols NumberingSystem n r Safety 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 p y a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury railDimensions are in ft-in-sixteenths. 114•46, 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 BCSI. TOP CHORDS O-1/16" 2. Truss bracing must be designed by an engineer.For N wide truss spacing,individual lateral braces themselves W EBS may require bracing,or alternative Tor I —InIllEO .. a bracing should be considered. O Ai Oz 3. Never exceed the design loading shown and never linliAlip stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '$ 1— designer,erection supervisor,property owner and plates 0 'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. S. 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to 4 x 4 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 bysymbol shown and/or SYP represents values as published specified. 4,'-'4 / bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. till.0 reaction section indicates joint MINNIE 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 pro19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Mi 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Te ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek USA 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916.676-1900 Fax 916.676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: I, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber&Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, fci) P R apt 4,4t, tr, Gt N 19 /1' 7022PE ‘ cipEum prv, EXPIRES:6-3019 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown+ +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, , and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). ..JOHN. , i 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.10=(-958) 2635 3-10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND � 3- 4=(-2717) 1165 11-12=(-716) 2136 4-11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M2OHS,M18HS,M16 = MiTek MT series I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111° MAX LL DEFL = 0.178° @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19% AT TIME OF MANUFACTURE. 'f 1 T T Design conforms to main windforce-resisting 7-00-05 6-05-13 16-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M 4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 D 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads f- 5 in the plane of the truss only. M-5x6(S) M-5x6(S) 3.1 0.25" 0.25" v9. co co 0 Tr +fi o -1.5x4 M-1.5x4 co Mo /- o 10 1 12 4 4 o C, 3x8 M-3x4 d.25" M-3x4 M-3x8 0 M-5x8(S) y y 1, y y y y 10-03-04 9-08-12 9-08-12 10-03-04 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0.1552 ¢cOP ROnes, WARNINGS: GENERAL NOTES, unless otherwise noted: { _ r,f'7'T � 1. Builder and erection contractor sh uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ♦ }G, hU t,-r," .+5.!': Truss: Al 2.and4 Wacorningsn obrns rung mu mmences. building component.Applicability of design parameters and proper and Warnings before construction d e installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to in ure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'c.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector. Editional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d L�' DATE: 7/11/2014 n vbuilding designer. Impactbridging or a cinq 9R s ywan(Bc). /r-r the overall structure is the res on ibilit of the 3.2x brid in 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. -7 '''''T OREGON14,,SEQ. : 5992791 `y� design loads be applied to any component. and are for"dry condition"of use. / � T TRANS I D: 403334 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,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 14" 2, $0 fabrication,handling,shipment and installation of components. necessary. �I 5 7.Design assumes adequate drainage is provided. 'YI�1i Fi'fw`„ 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 11411111111111111111 TPI NlTCA in SCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) PIiS'12/3101115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3048) 1745 12.13=(-1422) 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13.14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14-15=(-1231) 2235 13- 6=(-34B) 150 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=( -4B1) 778 16.10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"00 UON. FOR $ LL = 25 PSF Ground Snow (Pg) B- 9=(-2505) 1688 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9.10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M- M- 5x4' members atony. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0" -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' Connector plate prefix designators: 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.235" @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-002 00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting 2-03-08 � T f T system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1.6, 6.00 I/ 5r M 3x8$ ,7 6.00 Truss designed for wind loads o in the plane of the truss only. M-4x6 M-4x6 4 N 8 M-5x6(S) M-5x6(5) 0 0.25" 0.25" ) 3 cl M O O 7- 41. 1 I 12 1F mm MI ... 6 Si i � 13 14 "i 15 16 o IM-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH7 Scale: 0.1547 c, N alN° C6:3, WARNINGS: GENERAL NOTES,unless otherwise noted: 5 l//r 'T "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 ,( •4G/11 0. E r- T r u s s: AH7 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: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -,e�+ 1 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,r arr 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, e OREGON 74, SEQ. : 5992792fasteners 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/ \tx TRANS I D: 403334 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, 2, �T fabrication,handling,shipment and installation of components. necessary. A. j) 7,Design assumes adequate drainage is provided. ,+7rf r'111:110"' 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center III II VIII VIII VIII II VIII II I III III TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterches 9. Digits indicate size of plate 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) F)PI)FS'12/21/21)15/2111.57 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( D) 42 2.12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1363 12-13=(-1078) 2616 3-13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13-14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14.15=( -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15.16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16-10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11.1 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 9sf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" 9 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 15-11-11 8-00-10 15 11 11 system and components and cladding criteria. 1' l 1' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-03 4-00-05 4-00-05 -03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. f 1' 5 7 1' f 12 M-4x6 M-3x8 M-4x6 12 6.00 I/ 4 6 8 6.00 M-5x8(S) "" M-5x8(S) ✓ 0.25" 0.25" 0 CO 0 i co co O c> „_ v 1 g ,,,,,, m w, B %:,41 /i- 8 12 13 115 4 1' o TM-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1 5x4 M-3x8 0 M-5x6(S) 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 pes Scale: 0.1547 �� � PROr6> WARNINGS: GENERAL NOTES, unless otherwise noted: 41i I - ` AH6 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 hV v--- Truss: ' Truss: AI I6 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. s ,/j 3.Additional temporary bracing to it sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .r�r DES. BY: BS is the responsibility of the erector Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � r '' P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /„a, . DATE• 7/11/2014 the overall structure is the resporsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • CC' 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -J OREGON 1(7 SEQ. : 5992793 fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, , N, ,,, design loads be applied to any component. and are for"drycondition"full of use, /,n, 'l1 (3 �-» T RANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 1 t1 necessary. L V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4i R R t r„: 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 1111111111111111111111111 TPIM?CA in SCSI,copies of which will be furnished upon request. git coincidenitwith joint tecenter 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) FXP(RFS'121(1/2111.91 IIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- D.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-931) 2619 10- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10-11=(-933) 2616 3-11=(-534) 368 ' WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11-12=(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7. 8=(-3057) 1164 6-13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50" 2.84 KDOF ( 625) 40'- 0.0" -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) Connector plate prefix designators: C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series 9 ( P P g• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" 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), load duration factor=l.6, 13-11-11 12-00-10 13-11-11 Truss designed for wind loads '1 T '1' '' in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.00 M-4x6 M-3x8 s-4x6 \I 6.00 A- so M-5x8(5) ""' M-5x8(S) 0.25" 0.25" 0 00 +. ,+ 4 1` co 0 0 v1 0 >..� r_,1 .4. B v 10 11 1 i 13 14 --\ o o M-3x8 M-1.5x4 • M-3x8 02.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 • y y y y 0-10 40-00 0-10 • JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 �� Y, 0610 WARNINGS: GENERAL NOTES,unless otherwise noted: L:rte d"ii;( 19' "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 Cr • Ohl iiirrr"'"��, 1.-' Truss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �41.111r�'/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing ofg 40 continuous sheathing such as plywood ing(TCs and/or drywall(BC). -,/!,err! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -1111 a- 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7OR OREGON (4i SEQ. : 5992794fasteners 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, ,C," TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / 'Q s -!(.- 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 1 , P fabrication,handling,shipment and installation of components, necessary. A R 4�..�^- j 7.Designlaesassumes adequate on drainage iso provided.a. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII NI IIII II II VIII IND VIII IIII IIII 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,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI RFS'12/21/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-14=(-1134) 2587 3-14=(-135) 235 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14-15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6-15=( -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8.10=(-2455) 1236 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10-17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting • system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 T T T TAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09 5-01-12 5-01.12 2-10-09 4-07 5-01-08 load duration factor=1.6, -03-06 / f 2-03-03 f 1' Truss designed for wind loads 10-00 10-00 in the plane of the truss only. f- 12 M-4x6 5 M-5x6(S) 9 M-4x6 12 6.00 V Mx4 7 y0.25" M-33 Rex4 G 6.00 o M-1.5x3 M-1.5x4 co - o) e, 0 0 A- o 1 1q 15 1¢ tj 3 o o IM-3x8 M-3x8 0.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) 1, y ), ), ,' y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH4 Scale: 0.1547 „3. ax 6,1� WARNINGS: GENERAL NOTES, unless otherwise noted: (S !1 r 4y 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 lh/. c"- Truss: AH 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. s'' 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: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.iAddRional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,/`«,�mr! I DATE: 7/11/2014 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. 7 OREGON ,(� SEQ. : 5992795 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 4, �tx r\ design loads be applied to any component. and are for"dry condition"of use. ;//�, TRANS I D: 403334 5. CompuTrus has no control over a ld assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if , 14, 1}, fabrication,handling,shipment and installation of components. necessary, 4,1 7.Design assumes adequate drainage is provided. "" R R(..%.. 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 11111 VIII VIII VIII VIII VIII II III II IIII TPI/WTCA in BCSI,copies of whi h will be furnished upon request. git coincidenitwith jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI RFS,12/21/21115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1012) 2587 3-13=(-136) 307 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2- 3=(-3022) 1237 13-14=( -974) 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1094 14.15=(-1050) 3398 13- 5=(-976) 397 LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5.14=( -43) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 8- 9=( 0) 0 7-16=(-976) 389 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2812) 1112 9.16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3022) 1247 16-10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'. 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088° @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 . f--( Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 4-07 5-01-08 Truss designed for wind loads in the plane of the truss only. 10-00 T 1' 12 6.00 I/ M-4x6 M x4 M-5 66(0)25" M-3x4 8 M-4x6 4x6 12 \'6.00 r M 1.5x3 /V\ M-1. 5x4 L;) o ou� - CO co 0 0 13 115 16 2 o M-3x8 M-3x8 b.25 4 " 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) y y y y y ), y 9-06-12 7 00 01 6-10-05 7-00 01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1481 ,:p GI N 1ch`4> WARNINGS: GENERAL NOTES,unless otherwise noted: w, _ L.w 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 C w Lh. iq C•- Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. J/0"' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all BC. iMM! '. I� DATE: 7/11/2014 responsibilitybuilding designer. pc" gRs mac ) /' .,, �• the overall structure is the res onsibili of the 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. -TyO(R EGON ‘,/,/SEQ. : 5992796 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/-. . Nth '4i design loads be applied to any component. and are for"dry condition"of use. . Al j '2-) "1- TRANS I D 403334 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 7` fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. ��R R 4k-k- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII VIII VIII III I VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincidenitwith jointacenter nche. 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) FXPI RFS'12/31/21115 IIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3-13=( -13) 272 2x6 KDDF #18BTR T2 SPACED 24.0" 0.C. 2- 3=(-3102) 1424 13-14=(-2120) 5340 13- 4=( -309) 975 BC: 2x6 KDDF #18BTR 3- 4=(-3143) 1441 14-15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-2516) 6278 6-14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11=(-1204) 2686 7-16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 17-10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18=( 0) 180 OVERHANGS: 10.0" 10.0" 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: 0'- 0.0° -289/ 1775V -118/ 118H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 19'- 6.0" Allowed = 1.954' MAX TL CREEP DEFL = -0.975" @ 19'- 6.0' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-00-12 2-05-0 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, TTruss designed for wind loads 2-05-12 in the plane of the truss only. 6-00 1' 1' 12 12 M-4x6 12 6.00 V 6.00 I/ 4.0" \I 6.00 A- 9 5 � C. M-5x6 M 3x4 M-3x8 M-3x8 M-5x16 D 0 o M-1,5x4 7 M N 1 I I 4W1 I I I I I".' O O Fes - iiB Err B 2 i 13 14 '' 15 '14 1,6 17 18 o 1M-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 =M-Bx8(S) =M-8x8(S) 1, y ), y y y y ,I- J- y y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2spate: D.,4B, 5� ` n� 1 's,i,, WARNINGS: GENERAL NOTES,unless otherwise noted: ,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 L) ±'0'211.6 E r Truss: BH2 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• BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by �e�r is the responsibility of the erector.Additional permanent bracing of gg 460010' sheathing such as plywood in ere and/or drywall(BC). ,,/W/0.a DATE• 7/11/2014 the overall structure is the respom,ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ qe Cr 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -jy OREGON 44/ SEQ. : 5992797fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ; NtK ,'N TRANS I D: 403334 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if ? )r r[}... -}... c. 14, fabrication,handling,shipment and installation of components. 7.necessary. J��•.R R)L } Design assumes adequate drainage is provided. -'t �.. 6.This design is furnished subject tothe limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII IIII IIIIIIIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI RFS'121:11/2n15 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-12=( -958) 5580 3-12=( -120) 766 9-17=(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13-14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-15=(-2778) 15096 5-13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15-16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0° TO 19'- 0.0" V 7- 8=( -5222) 946 17.10=( -752) 4772 6-15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0° TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 9-10=( -5482) 926 7-16=(-8536) 1596 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10.11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0° REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) ** Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1,954" + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0,083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" 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, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads '( f f f T in the plane of the truss only. f3-00-122-10-15 6-03-15 7-02-06 5-07-11 fi 4-07-05 ( 4-07-06 5-07-10 12 12 12 M-4x6 6.00 I/ 6.00 / '----.1 6.00 4.0" /- 8 h( NIIII o M-5x6 M-3x10 M-36x10 M 5x16 �` M-3x4 LC) 00 M-1.5x4 12 -,* 0 3 +. + + o � �m M 3x6 N 1 12 1 �� 14 T 15 16 17 , 1 o M-3x8 M-5x12 30.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 841# 1384# yy y 1, y J, yy 1}y-1p 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 Oy1, JOB NAME :° POLYGON PLAN 5-B NH - BH1 40-00 Scale: 0.1481 10 AS N 6:S/ WARNINGS: GENERAL NOTES,unless otherwise noted: 1-Sy 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t t42111 t 4®II E r^' Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c,and at 10'o.c.respectively unless braced throughout their length by .fir is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;..x,�r! �'-'" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r iQ�� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. .�y OREGON •t/ SEQ. : 5992798 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,/ ,i_ '� s design loads be applied to any component. and are for"dry condition"of use. / >�),r ..�,,, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, Q` nfabrication,handling,shipment and installation of components. ecessary. '( 7.Designlaesassumes adequate one dth faceage isotrus,provided. � � . 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 1111111111111111111 TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS'.19/31/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4625) 1974 15-16=(-1549) 3653 3-16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16-17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17-18=(-1056) 2757 4-17=(-519) 279 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18.20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7-18=(-153) 492 8- 9=(-2797) 1389 21.22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22.23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 23-13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9-22=(-710) 315 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 11-22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" 0'01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-121, 05 04 6-01-04 2j,-03-03 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" -03-0 13-04-13 5-05-04 f DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19% AT TIME OF MANUFACTURE. '( T '( T Design conforms to main windforce-resisting 12 M-0 X4 10 12 system and components and cladding criteria. 6.00 I/ M-4x65 7 Mjx8 M- x4 1M 4x6 Q 6.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ✓ M-3X44 M-3X4 Truss designed for wind loads O 2 in the plane of the truss only. r:- %M-4x43 o N o M 3x8 , M 3x8 0 m c� NIL\Igpp..4A1111111:1-3X8, /-,,i3 :5), o M-5x8 M-3x4 M-3x8 -dx6 20 0"26' M;''''"" '"--- -"n" - 2'; x6 M-1.5x4 0 0 o M-3x4+ M-4x10 M-3x4+ 1.89 -2.75 12 M-5x6(S) 12 09 1 , y-05-06 4-05-12 4-07-08 1108-02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-110 2-05-08 11-11 ,2-001 23-07-08 0 10 14-04-08 25-07-08 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - , AH5C Sale; Q.,332 `� o PRore„,s WARNINGS: GENERAL NOTES,unless otherwise noted: c:� ( '9 ..0. 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �4Cs `t E ('' Truss: AH 5C 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. 4411,, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector,Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their Length by , ' P dY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,s worm r:^- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ yt #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. -5y OREGON `,r"j SEQ. : 5992799 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;- 1� *, design loads be applied to any component. and are for"dry condition"of use. / '9�' r O �4 TRANS I D: 403334 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 14, ¢ necessary. fabrication,handling,shipment arid installation of components. 7.Design assumes adequate drainage is provided. ,P R I O- 6.This design is furnished subject t¢the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 11131111111111E1 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center che. 9. Digitssoicde size 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) P);PI R FS.12/11/26115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C, 2- 3=(-4625) 1712 13-14=(-1329) 3653 3-14=(-721) 386 20-10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14-15=(-1028) 2930 14- 4=( -14) 289 10.21=( 0) 242 LOADING 4- 5=(-2840) 1155 15-16=( -815) 2757 4-15=(-519) 342 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17-18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16-18=( -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18-19=) -802) 2727 6-16=(-161) 492 8- 9=(-2288) 1038 19-20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2643) 1076 20-21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3077) 1172 21.11=( -970) 2638 7.19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -242/ 1775V 0/ OH 5.50" 2.84 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.232" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 11-11-11 16-00-10 11-11-11 f T T "I Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 -01-0 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. -05-0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 1/ M-4x6 M x4 M x8 M x4 M-4x6 -----,J6.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x 4 2M-3x4 o + (o %M 4x 4'. o N co M-3x8 ��`� seIII ` co .�:I ��� M� 2 O 'o o 1 r' 1M 5x8 M 3x4 M-3x8 1617 1 e 1,� 20 zt .F-� 0 0 0.25' M 3x8 M-1.5x4 M-3x8 0 M-3x4+ M-5x6 M-4x10 M-5x6(S) M-3x4+ -2.75 1.89 y y 12 y ,2-09-12,1, 11, y y y y , , -05-0$ 4-05-12 4-07-08 1,08-0, 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-1p 2-05-08 11-11 y2-00 23-07-08 0,-10 14-04-08 25-07-08 Y y Y Y 0-10 40-00 0-10 �.� PROF JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 �c,� Ca1Ni WARNINGS: GENERAL NOTES,unless otherwise noted: -.• 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 .0 t •• E r" Truss: AH 4C and Warnings before construction commences. building component.Applicability of design parameters and proper rr 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. r0 // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at d 2'o.c.and at 10'o.c,such astivey unless braced throughout their length by " DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch I ood sheathing(TC)and/or d all BC. DATE: 7/11/2014 pc�+ 9R s ( ) t'' the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • Q /� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -�y OREGON w"! S EQ. : 5992800 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" tij Nb' A. design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 403334 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 �+ �I Ali' 14, r�,(} necessary. 41P'-y �-,�» fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R A t L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II VIII VIII VIII IIII VIII IIII IIII IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter che. 9. Digitssoncde size 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) FXPI RFS.12/21 17111 5 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18-19=(-1439) 3656 4-18=( -191) 182 LOADING 4- 5=(-3215) 1467 20-21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21-22=(-1559) 4171 7-19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(-1449) 3686 8-19=( -85) 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21-10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 0 22-11=( -80) 536 OVERHANGS: 10.0" 10.0" 13-14=(-2863) 1308 11-23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15=(-2908) 1337 13-23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=( 0) 42 23-14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -301/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ O'--10.0" Allowed = 0.111" MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" 2-08 08 2-03-03 3 Q1 04 5 07-13 3-01-02 3 10 MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" f f ' f T T T T f MAX TL CREEP DEFL = -0.001" @ 40'. 10.0" Allowed = 0.111" 2-01-122-10-04 0 8-05, 2-01-12 5-04-05 2-03-0 3-10-08 T ' T ' 1' ' ' ' f f f T T MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 8-00 8-00 T T 1' f DESIGN ASSUMES MOISTURE CONTENT DOES 12 I M-5x6(S) 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.00 M-3x4 M-3x4 �I6.00 Design conforms to main windforce-resisting M 5X6 M 1 5X4 12 M 4X6 system and components and cladding criteria. M 3x4 5 7 11 9 w�5" M 141x4 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .4- 0 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x4 load duration factor=1.6, to M-1.5x4il&A. l&F 4 Truss designed for wind loads v c� M-3x8 3/ in the plane of the truss only. o CV 0 O p � ,l- 1 18 1, .-••-: - 6 to 0 0 o M-5x10 M-3x8 M-6x1020 21 0.25' 23 ~1 M-3x4+ M-3x8 M-3x8 0 M-3x4+ M-4x12 - 2.75 1.89.- M-5x8(S) 12 12 y J' J' J' )' y y y y y2-00y 5-06-12 6-04-04 1-00-1 y 9-03-04 8-02-04 7-06-12 y1, 0-1,Jy 0 2-00 11-11 2-00 24-01 0-10 13-11 26-01 ), y y 0-10 40-00 0-10 PRO JOB NAME : POLYGON PLAN 5-B NH - AH3 Scale: 0.1400 �<t. `s�o WARNINGS: GENERAL NOTES,unless otherwise noted: CC' _Pi ® 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 1:.92 (,,{} r„ Truss: AH3 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. s�' 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ,r DES. BY: BS 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 .,c� continuous sheathing such as plywood in ere and/or drywall(BC). / '"' . .Irw"^"' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,� CC SSEQ. : +C 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON J,� EQ. : 5992801 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, fid/ b c/ design loads be applied to any component. and are for"dry condition"of use. ,5'� TRANS I D: 403334 5.CompuTrus has no control over arid assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q � '14, `20 �y,C fabrication,handling,shipment and installation of components. necessary. 'S'. 7.Design assumes adequate drainage is provided. R R 11-�- 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII III IIIITPI/WTCA 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)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI RFS'12/31/2015/2f11.5 111//1111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21-12=(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2- 3=(-4158) 1554 15-16=(-1096) 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1463 16-17=(-1145) 3656 4-16=( -192) 258 LOADING 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2846) 1133 17-19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20-21=(-1162) 3686 7-17=( -85) 56 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2908) 1176 20-10=( -84) 536 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 10-21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11-21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) JT 13: Heel to plate corner = 2.00" 40'- 0.0" -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2; Design checked for net(-5 nsf) uplift at 24 "on spacing"I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19% AT TIME OF MANUFACTURE. 2-01-1 3-01-07 3-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 Design conforms to main d wcladdingresisting k Il system and components and cladding criteria. 2-08-08� 12-08-05� 2-01-1L 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(5) All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=l.6, 6.00 / M 5X65 M 4X6 M-63X4 M-15x4 6 0v25" =M-140x4 Truss designed for wind loads M-3x4 u 9E R in the plane of the truss only. -1- o 4 M 1.5x4 M-1.5x4 + 2 `� 1--- CD M M3x8 3-_- 0 0 _ ' m CD 11.111111- ^ 4 o o o i --- 15 M-5x10 16 17 aCD 0 o M-3x4+ M-3x8 M-6x10 19 0.250 21 t M-3x4+ M-3x8 M-3x8 0 1.89 M 4x12 M-5x8(S) a 2.75 12 ), ), 12 y y y y y ,1 * y2-00.l 5-06-12 6-04-04 1-00-12, 9- 03-04 8-02-04 7-06-12 y .1 0-7 2-00 11-11 ,2-00 24-01 Q,10 13-11 26-01 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2spate; 0.1550 � PROP WARNINGS: GENERAL NOTES,unless otherwise noted: -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 t r(P 14 `i E { Truss: AH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�+ �r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). :/` � I�."01IP DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • tr 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. 7L 4, OREGON (4 SEQ. : 5992802 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. .,.' -1- necessary. I D: 403334 5. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if 14, fabrication,handling,shipment and installation of components. necessary. /�r "� 7.Designlaesassumes adequate one draothi age is truss,a 1iR,1��,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 11111111111111111111TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI RFS'12/2101)15 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP 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) 42 2-14=(-3052) 8834 14- 3=( -652) 2126 10-20=(-562) 1884 2x6 KDDF #18,BTR T2, T3 2- 3=(-10036) 3504 14.15=(-2800) 8048 3.15=( -842) 308 20-11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16-17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17-18=(-5048) 12796 5-16=( -398) 1412 IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 18-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19-20=(-4110) 10414 6-17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-11704) 4500 20-12=(-1888) 5362 17- 7=( -946) 2576 I 9.10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"0C UON. FOR -C CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0° 10.11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED C CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11-12=( -6230) 2234 8-19=(-1142) 820 12-13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc. AND BOT OM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) -I,_ ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( /V\ 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000° @ 0'--10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed = 1.954° + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2-09 �3-02-11� 3-08-05 4-05' 2-03-08 6-02-11 5-11-03 5-06 �2-10-153-00-12� Truss designed for wind loads in the plane of the truss only. 320# 320# 12 12 6.00 V M-4x10M-7x8(S)0"?5" M-3x10 M-5x6 6.00 a M-3x8 I�M-46x4 =M-4x4 jç;4 40. y T3 O 3 + C, M 3x10 �_ co cp /-o o 1 'l�a 15 _M 14x4 �_m�� js 23o 0 0 o M-6x8 M-4x10 -M-10x10 0.25 M-4x10 M-3x8 0 M-3x4+ a 2.75 M-3x4+ M16HS-7x14 =M-8x8(S) M-3x4+ t2 2.75 . M-3x4+ ( ) y 2-11-04� y 12 y y y y y 1y-05-0E 4-06-12 4-05 y2-00y 9-02-04 9-00-08 5-04-12 y y p ip 2-05-08 11-11 2-00 23-07-08 0-1p 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH1 Scale: 0.1548 �� ` (n,,t,0 PR F sS WARNINGS: GENERAL NOTES, unless otherwise noted: (4� xe/ -k'.Sy 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C ` hV Illrrr"""Si%" {- Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 I ood sheathing(TC)and/or d all BC. ,,,+/fir! r cin' 9(r s Ms' ( ) /' -.. DATE' 7/11/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ 10 (C C 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -fy OREGON jar SE . : 5992803 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, y�tri A. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / "�$.." `1G� - 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, N. necessary. J 'L* t Q} fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '`C l.• 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I II II VIII II II II II IIII(IIII II II II IIII TPI WlCA in BCSI,copies of which will be furnished upon request. git coincideniwithizjointanr 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-1986(MiTek) FX IDI R FS- 12/21/M15 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KODF N1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T T T 12 12 6.00 V Q 6.00 I HM-4x4 /- 3 I i i m 0 N co 2 4 co O/- -/0 V' - _ - - V o� 1 ////////// /////////////////////////////////////// / / ////////////// / // 5 o M-3x4 M-3x4 y ,1 y .1 0-10 9-06 0-10 Ore JOB NAME : POLYGON PLAN 5-B NH - Cl Spate: 0.6,6, N. 'Y�N s,9 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 `-jy 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 Cts 1... 2.• E .1- Truss: " Truss: C 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. Alliiii111119 ,. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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). ;,e�'+.!!,? DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # CC- 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -5y OR EGON 1.0 SEQ. : 5992804 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 ,4,, design loads be applied to any component. and are for"dry condition"of use. ,r' "1k �-'�.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4� 14, c3. necessary. C• V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41c.R R I t„L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II VIII VIII VIII VIII VIII II II III (III TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide withizjointanr 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) FX PI RFS'12/31/2016 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 DO) 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 = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" . MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026' @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 10-03 10-03 f T T Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. T f T T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 V M-4x6 ..4c-- i 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads A- 4 in the plane of the truss only. II v ' M-1.5x4 yM1•5x4 ti, *+ +t rn M (*) O O 7 NM 8 **6 o M-3x4 0.25n M-3x4 M-3x4 O M-5x6(S) 1' , y y y 7-00-03 6-05-11 7-00-03 1, ), y 0-10 20-06 PRp JOB NAME : POLYGON PLAN 5-B NH - D2 Scale: 0.2933 �c,� GIN s WARNINGS: GENERAL NOTES,unless otherwise noted: 1.r Y + , 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 Cr • ,111, r Truss: D2 bracing mmences. building component.Applicability of design parameters and proper 2.2o4 compression)temporary bracingto lust be installed where shown+. incorporation of component is the responsibility of the building designer. and Warnings before construction cq Ad 2.2x4 web mus 2.Design assumes the top and bottom chords to be laterally braced at DES" BY: BS i rY re stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,r� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1101W ' .. r �. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,n ,Cr 4. No load should be applied to any Component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 A_ OREGON 14, SEQ. : 5992805 fasteners are complete and at no fime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, \� design loads be applied to any corkponent. and are for"dry condition'of use. / .9�,,. TRANS I D: 403334 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, h fabrication,handling,shipment and installation of components. necessary. 41' ' i. �7ji 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 r� t t"' 11111111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request git coincidenitwith jointacenter nche. 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-1986(MiTek) 1•K PI RFS'.12/31/21115/21115 III II HI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1.3=(-522) 168 1-5=(-127) 422 3.5=(0) 214 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 2-3=( 0) 0 5-4=(-123) 424 BC: 2x4 KDDF #1&BTR 3.4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ .. BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1.5x4 ore equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 q BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" 8 11'- 0.0" Allowed = 0.111" Connector plate prefix designators: MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572" C,CN,C1B,CN18 (or no prefix) = Com uTrus, Inc MAX TO PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" M,M2OHS,M18HS,M16 = MiTek MT series Refer to CompuTrus standard gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 2D'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T 1/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, Truss designed for wind loads 12 =M-4x4+ 12 in the plane of the truss only. /- 6.00 6.00 4. M-4x6- U) 3 U) 40 M-3x4+ co 0 1 c, o �I o _= O a14 o O M-3x6(S) M-3x6 M-1.5x4 M-3x4 y y y 11-05-08 y y 15-09 4-09 1, )- y 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 �D P R pF- Scale: 0.2992 �,`C.3 \' L � ,s/0 WARNINGS: GENERAL NOTES, unless otherwise noted: 4,?," {� _ l / c 1;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 hU tL. Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper -. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `l DES. BY: BS 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 I ood sheathin C and/or drywall(BC).: 7/11/2014 responsibilitybuilding designer. r c" sheathing(TC) f r• a" the overall structure is the res onsibilit of the 3. Impact bridging or lateral bracing required where shown++ -40 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -�y OREGON (1 SEQ. : 59928 06 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,- i \t''' ,C," design loads be applied to any component. and are for"dry condition"of use. ,/n .1 (3 4TRANS I D: 403334 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, ti,,, fabrication,handling,shipment and installation of components. necessary. 141:11R1.0' 7.Design assumes adequate drainage is provided. i�R 1R4 0,. 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 11111 IIII 1E111 VIII VIII VIII II 111 TPI/WiCA in BCSI,copies of which will be furnished upon request. git coincidenitwith jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./COmpuTruS Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS..12/21/21)15 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-574) 113 5-4=(-40) 429 WEBS: 2x4 KDDF STAND 3-4=(-573) 124 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: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osft uplift at 24 "oc soacing.i 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3' Allowed = 0.383" MAX TC PANEL TL DEFL = 0.075" @ 8'- 6.3" Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5" T I 1' 1' 12 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.00L- HM-4x4 \16.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3'ih 1§1 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load ddesigne factor=1.6, ,/- 11111111111111 III 111111%1111111111111111111111111111111111111111111111 Truss designed for wind loads in the plane of the truss only. c� O C-3 0 C'') M c') II O 0 M-3x4 M-1.5x4 M-3x4 1, i, y 5-10 5-10 y ), )' 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2Sale: 0.4999 ��� N "°re's?;4? ,, WARNINGS: GENERAL NOTES,unless otherwise noted: ti /+ 1`, 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual { T Gh Truss: E2 and Warnings before construction'commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mutt be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at . Amor DES. BY• BS is the responsibility of the erector:Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4� P y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i 1Z 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON + SEQ. : 59928 07 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, -jy+/ 4,, NIX ,fes design loads be applied to any component. and are for"dry condition"of use. < 'Q 1^` r(} 4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 necessary. / ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. { ,IA'6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII II II VIII IIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincidenctwithzjoint ain inches.9. Digitssndsize oplate eto . MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) FX PI R FS'12/11/2015 /2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. 12 12 6.00 I I M-4x4 \I 6.00 A- 3 co O co0 O co CO 2 4 CO O� —/O 0 1 //////////////////////////////////////////////////////////////////////////////////////////// 5 0 0 O M-3x4 M-3x4 0-10 11.08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El "0.5949 ` ° r�Rop, 0,61N Eks) Wo WARNINGS: GENERAL NOTES, unless otherwise noted: ZC., ill j .�, 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 ..r7t hV P6Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and properE 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,sem 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +�r ;i d� DATE: 7/11/2014 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. -� A.OREGON (� SEQ. : 5992808 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 �4K design loads be applied to any component. and are for"dry condition"of use. / -11, o TRANS I D: 403334 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. 1� 7.Design assumes adequate drainage is provided. '`,R R 1 1..l. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II II VIII II II VIII VIII VIII IIII IIITPI 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,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI RFS'12/21/21115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF #1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REOUIRENENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM "NORD CHECKED FOR 10PSF LIVE LOAD. TOP �COND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TO PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M20HS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T >( f MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. M 1.5X4 3 Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1,11111111111111111111111111111111il111111 De load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co O .4- c)O co ' Odill i cp 1141111E-111M1111111 o� o ow.--=-10 ** 4 M-5x16 M-3x10 y ), ), 5-08-04 0-03-12 y ), 6-00 JOB NAME : POLYGON PLAN 5-B NH - 'F1 -GIRD Scale: 0.5462 ''o.,.OreS WARNINGS: GENERAL NOTES,unless otherwise noted: 11,1 Y 1 ;/ / .Sy 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC e r7t rV4111rrr"__`'��E (^- Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mulct 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: BS is the responsibility of the erector,Additionalpermanent bracingof continuous2n.iand sheathingat o.c.such asv lyly oodss braced throughout and/o their length).bft�� P tY such as plywood sheathing(TC)and/or drywall(BC). s*"�Arr r DATE: 7/11/2014 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. 7OREGON SEQ. : 5992809 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 4` design loads be applied to any component. and are for"dry condition"of use. .,� 4 r�Q -'+... TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, t?. necessary. �j fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ''R j`{I,,,'. 6.This design is furnished subject t0 the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIID VIII IIII 1111111111 IIIVIIIIII VIII III III TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincidenitwith joint tecenter nche. 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) FXPI1 FS'12/:11/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1-4=(-54) 72 2.4=(-187) 169 BC: 2x8 KDDF #1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4' Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5' Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T ' '( MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I/ NOT EXCEED 19% AT TIME OF MANUFACTURE. M 1.5X4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M 0 V 0 co 1 o 1P 111 o =- 4 1 M-5x16 M-3x10 ** y ), ), 5-08-04 0-03-12 y > 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRDScale: 0.5462 ` �0 ROpE., N- r? 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4C4,..7. W : '-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 Cr Truss: F2-GIRD 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' BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .�1r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). //r!rte"'"- DATE' 7/11/2014 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. • OREGON -+d SEQ. : 5992810 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �r �tx . TRANS ID: 403334 design loads be applied to any component. and Bre for"dry condition" use. PP wedge / � (� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if 6 14, 4"` fabrication,handling,shipment and installation of components. necessary. /11. *7.Design assumes adequate drainage is provided. 'ri„RAIL- 6. t L,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II IIII II II IIII IIII III IIII III TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointain che. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FKp)RFS'191.11/21)15 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B,M,M2OHS,M18HS,M16MWFRS(Dir),= MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. T T 'I' 12 12 6.00 1 . \6.00 I I M-4x4 3 I I 0 c0 0 N 2 4 c7 o o,- -/ v - - v � o /- 1 0 ////// //////////////////////////////////////////////////////////// 0 M-3x4 M-3x4 y ), y 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-B NH - ,G1 Scale: D.6079 � " s` ' WARNINGS: GENERAL NOTES,unless otherwise noted: _ �Ix �± 1. Builder and erection contractor should be advised of all General Notes 1.This design is based ony upon the parameters shown and is for an individual e Uh tr Truss: G 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �f incorporation of component is the responsibility of the building designer. s' /r 2.2x4 co nal to po web bracing must be installed where shown ti 2. Design assumes the top and bottom chords to be laterally braced at "'" ' DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ ! (Z' 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. -Iy OREGON 40 SEQ. : 5992811 fasteners are complete and at no rime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A- 1�< TRANS I D: 403334 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 1' ''�}' 2, V-. 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, necessary. ill ti, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R MO,' O 6.This design is furnished subject t0 the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center __111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide withzjointacenter 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) FXPI RFS.i2/1-1/21)1 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 29 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 SG.IN. (SPECIES) OVERHANGS: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50" 0.22 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 DOND, 2; Design checked for net1-5 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 = 0.005" @ -1'- 2.2" Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 V 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ir system and components and cladding criteria. Ai Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. N M-3x4 in M 0 a. 1 2>.< 4->-< I y y )" 1-02-04 'PROVIDE FULL BEARING;Jts:2.4,31 5-03 JOB NAME : POLYGON PLAN 5-6 NH - G3 Scale: 0.7536 �c�4 cO P °pLp^,61<9 ,2, 1 WARNINGS: GENERAL NOTES,unless otherwise noted: '7 -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 Cts. !99 11 1 E -3'°i, III Truss: G3 and Warnings before construction commences. building component Applicability of design parameters and proper ,, " 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �+ ,/r/"` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7°"' `,, DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. 1 DATE: 7/11/2014 responsibilitybuilding designer. PNw e(r s ryw ( ) ` the overall structure is the res onsibilit of the 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. -7 OREGON 44/ SEQ. : 5992812 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, �.- -2j ',. ', design loads be applied to any component. and are for"dry condition"of use. .! "ik rye( .,,., TRANS I D: 403334 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, P necessary. 44' RERt__'-t� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII VIII VIII IIII IIII III I IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request git coincide with joint tecenter lines. 9.Digits indicate 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-1988(MiTek) FXPI13ES.12/31/2015 Ill IIMil PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' IC: 2x4 KDDF ki&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF kt&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting 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 Design and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 V 3 Lo 0 lllI l' 0 N 2 in 4 M-3x4 y 1-02-04 5-03 JOB NAME : POLYGON PLAN ' 5-B NH - G2 Scale: 0.7728 �� ¢ ,0) R°. Nsyt� �s, WARNINGS: GENERAL NOTES, unless otherwise noted: / 1. f "7 1. Builder and erection contractor s ould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual s hV rr', Truss: G2 and Warnings before constructio cpmmences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mut be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to i sore stability during construction 2.Design assumes the top and bottom chords to be laterally braced at a DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,... , In DATE: 7/11/2014 the overall structure is the respo ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4. No load should be applied to any omponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON („, SEQ. : 5992813 fasteners are complete and at no ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G Uzi' ,tI)' As. design loads be applied to any co ponent. and are for"dry condition"of use. /A 4 `U TRANS I D: 403334 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 -4- fabrication,handling,shipment and installation of components. ecessary. 7.DDesign assumes adequate drainage is provided. �i„ ,1-k- �,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ' 1111111111111111111111 TPI/WTCA in BCSI,copies of whdch will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS'12/31/2015 1111111/1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1-4=(-44) 58 2.4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-10) 4 WEBS: 2x4 HOOF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00° 0.47 KDDF ( 625) Connector plate prefix designators: 7'- 1.5" -37/ 307V 0/ OH 5.50° 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5' Allowed = 0.408" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000' @ 6'- 7.7" 6-07-12 0-05-12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x43 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (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. in ao 0 N 1.-- 0 24- '1' `Of- d' El m c. o� 1►t ►t4 M-3x4 M-1.5x4 > y ), 6-07-12 0-05-12 y y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 c`i, , WARNINGS: GENERAL NOTES,unless otherwise noted: te: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 C1 r ;i E r Truss: G4 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: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c,and at 10'o.c.respectively unless braced throughout their length by P H continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 x the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦- Zia 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! SEQ. : 5992814 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 A design loads be applied to any component. and are for"dry condition"of use. / '�).^' r(} �4- necessary. - TRANST I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if �y necessary. 1t jr fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `c:R R t O- 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 1111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IX PI RFS'12/21/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 2 —v 4.00 ii L 0 0 N 1 lal I,—/_ o Air3 M-3x4 y > 5-01-08 PR JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: 0.8258 ,..„, �c, GlN `�s ,,,, WARNINGS: GENERAL NOTES,unless otherwise noted: -7 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC ±.( ;Il E t^' Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper " 2.2x4 compression web bracing muat 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: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector,Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all BC. ,gyp DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ —1111 tr 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 OREGON j„4, SEQ. : 5992815 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 corhponent. and are for"dry condition"of use. / ` .�..- TRANST I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge it 14, Q fabrication,handling,shipment and installation of components. necessary. ' .F? (Xj 7.Designlaesassumes adequate one dthi age iso truss, . c; ,.. 6.This design is furnished subject to,the limitations set forth by 8. Plates shall be located both faces of truss,and placed so their center - - 111111111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincide withizjointcenter lines. 9. Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI RFS,12/31/21)15 IIIII1111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-B=(0) D BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. 2-3=(-366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -781 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-12 12-01-03 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" f /( 7/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397" . MAX IC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007' @ 19'- 10.2" ;i MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00 I/ :i system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, 4 Truss designed for wind loads cr> in the plane of the truss only. 0 M-3x6(S) %' o * .i V) 0 Cr 1 v B 0 M-3x4 1, ), /, /, 0-10 6-00 13-10-15 •:• r ' . • " Scale: 0.2814ij , '~a� OF , JOB NAME : POLYGON PLAN 5-B NH - J10 yt s, WARNINGS: GENERAL NOTES,unless otherwise noted: Ltr { ;��[ .? 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�' (-x (- Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Air, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d all BC. !': ` �, DATE: 7/11/2014 9R s ( ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 ' 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. 17OREGON SEQ. : 5992816 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+.1 Nt As. TRANS I D: 403334 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. •� 2 `�. 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. `a�- \,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R AIL. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII ILII ILIITPI WTCA in BCSI,copies of which will be furnished upon request. Digits indicate git c daewith jof pt aete inr che. 9. ocsize of cin inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS'1.2/31171)15 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2-7=(0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-327162 ( ) 3-4=(-220) 97 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 70 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=4-5=(-154)6932 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4' Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 'I MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 I Design conforms to main windforce-resisting 6.00 I/ 0 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q • load duration factor=1.6, i Truss designed for wind loads M X6(S) la o in the plane of the truss only. 0) 3 0 M O 4 1 o M-3x4 ), ) 1, y 0-10 6-00 11-11-11 [PROVIDE FULL BEARING;Jts:2.73 4 5 614 5 61 JOB NAME : POLYGON PLAN 5-B NH - J9 OPRO/ Scale: 0.3077 CaIN 4S'*, WARNINGS: GENERAL NOTES,unless otherwise noted: ,`� � J9 1. Builder and erection contractor sh ukl be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' 1- 2,11 -2;11 E Truss: J 9 and Warnings before construction ommences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mu be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to in ure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at t DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rte. is the responsibility of the erector. dditional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _�,. 1111 DATE: 7/11/2014 the overall structure is the respon bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 o•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 SEQ. : 5 9928 17 fasteners are complete and at no tkne should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 403334 design loads be applied to any conhponent, and are for"dry condition"of use. 65.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if Q ' 11;" 2, T' fabrication,handling,shipment and installation of components. Designnecessary. ( � 7. laesassumes adequate one dthi ace is provided. " RIO-This design is furnished subject to the limitations set forth by 8. Plates shall be located both faces of truss,and placed so their center 11111111111111111111 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,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS'12/31/2015 01111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 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) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-287) 142 3.4=(-184) 79 IC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=1-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 WI uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ O'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4° Allowed = 0.397" 6 -/ MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" jl MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN CNTENT DOES 0 NOT EXCEED U19%% ATITIME EOFOMANUFACTURE. 12 Design conforms to main windforce-resisting 6.001/ system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ((1All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), n0 Trussddesignedfforowind6=1loads Tr in the plane of the truss only. 0 m 3 li co O Or 1 -V O = 7►� O M-3x4 0-10 6-00 9-11-11 (PROVIDE FULL BEARING Jts 2 7.3.4.5.61 Scale: 0.3315 �Ga ,,,..0 R0 JOB NAME : POLYGON PLAN 5-B NH - J8 J Sr WARNINGS: GENERAL NOTES,unless otherwise noted: 4,� » ji � �-y:" O 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C t 16 1.- Truss: "" Truss: J8 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: BS 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). ,, ' 5 141111.11°P ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ s 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. -yr q_OREGON ‘,/,/SEQ. : 5992818 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 "'7 ,+� I TRANS I D: 403334 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 , ry necessary. • V fabrication,handling,shipment and installation of components. 7.n Design s assumes adequate drainage is provided. RAIL\- 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 111111 VIII VIII VIII VIII VIII VIII(III(III TPIANTCA in BCSI,copies of which will be furnished upon request. git coincideniwithizjoint center che. 9.Digitssndsize 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) FXPI RFS'12/3112i11 5 MI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6= q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= -246 122 (0 0 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc I 5'- 9.2" 0/ 67V 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" -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 5 MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" ° MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.001/12 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Tr in the plane of the truss only. 0 3 N- 0 co 0 o 1 AI 6=� 0 M-3x4 ), ), I y )- 0-10 0-10 6-00 7-11-11 PROVIDE FULL BEARING;Jts'2.6 't 4 5) JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: 0.3795 �c0 Ores `t )3( j ccc cr� a" WARNINGS: GENERAL NOTES,unless otherwise noted: �� ; f -,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 ,. t(f, Truss: J7 and Warnings before construction;ommences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mus 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: BS 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�lr continuous sheathing such as plywood in ere and/or drywall(BC). + .,.. '''''""-- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON 44, SEQ. : 5992819 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, , tX design loads be applied to any component. and are for"dry condition"of use. .7 S� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q � 14, �0- fabrication,handling,shipment and installation of components. necessary. 4 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate one drainage is provided.,andMSR t� - 1111111 VIII VIII ILII VIII VIII VIII IIII IIII g 8 Plates shall be located both faces of truss, placed so their center TPIANTCA in BCSI,copies of whichwill be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI RFS'12/21/7 1)1 111111111 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) 42 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208) 105 3-4=(-102) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -38) 18 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 66V 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" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/24D, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.397" 5 -v MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" M) MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 % DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 o in the plane of the truss only. 0 CO V) CD /- 0 0 M-3x4 1, y 1, y 0-10 6-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 tis iN ,-V WARNINGS: GENERAL NOTES,unless otherwise noted: C /+I '�.Sy 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 4- Gh 01P r^'- T r u s s: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. > 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -'" DES. BY• BS 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( C). j,/",,1►!=- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "M Cr 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -fyOREGON SEQ. : 59928 20 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.,. 2i r� TRANS I D: 403334G design loads be applied to any component, and are for"dry condition"of use. / '"I 2,c3 -�.. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, C3 P fabrication,handling,shipment and installation of components. necessary. ' " 'F?R t� V P P 7.Design assumes adequate drainage is provided. �- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II VIII II II III III)VIII III''III III TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideniwith jointacenter nche. 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-1986(MiTek) EXP'RFS•1.9/31 i9f11 t 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 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) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 99 3-4=( -76) 34 IC LATERAL SUPPORT <= 12"OC. UON. I 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) i 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 ssf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" 4 MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 ) MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 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, v Truss designed for wind loads o in the plane of the truss only. 55) co o� v o� 1 � 5111.R'..7.7-.0 -/ 0 M-3x4 y ), y y 0-10 6-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-6 NH - J5 6pale: D.4BB7 �. ,.. '�Fs's,, • WARNINGS: GENERAL NOTES, unless otherwise noted: C7I- 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual . !C 2 a• E r- T r u s s: J5 and Warnings before constructior commences. building component.Applicability of design parameters and proper p 3.2x4Adcompression temporary bracing to trust be installed where shown+, incorporation of component is the responsibility of the building designer. //►' 2.2x4 web bracing mu 2.Design assumes the top and bottom chords to be laterally braced at p ry g insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BSis the responsibility of the erector Additionalpermanent bracingof f p Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,rte P. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M (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. -7OREGON fo SEQ. : 5992821 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 4y TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14,,9,1„ design loads be applied to any component. and are for"dry condition"of use. l ''9,).+ 0 T" 3 P fabrication,handling,shipment and installation of components. necessary. V. y,. P P 7.Design assumes adequate drainage is provided. R( 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 III'VIII II II VIII VIII VIII I II III TPIM?CA in BCSI,copies of which will be furnished upon request. git coincidenitwith jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFR.12/210015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-126) 92 3.4=( -64) 25 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50' 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 4 -/ MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397" 12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596° 6.00'/ 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" (' MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 199s 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, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 oad duration= f6, Truss designed for wind loads in the plane of the truss only. co oA" o/- 1 • 5►� -V 0 M-3x4 0-10 6-00 'PROVIDE FULL BEARING:Jts:2,5,3,41 1-11-11 RE JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 `�`,oc(ty 0re0 s WARNINGS: GENERAL NOTES,unless otherwise noted: 4Cr� r /2/ j .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 C�j. Truss: J4 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. Ad, , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / " '. DATE: 7/11/2014 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. T7L iii,OREGON fib, (! SEQ. : 5992822 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, *7 design loads be applied to any component, and are for"dry condition"of use. '�6 _ 14, TRANS I D: 403334 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 Q fabrication,handling,shipment and installation of components. necessary. V P P 7.Design assumes adequate drainage is provided. 4 L-�" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WTCA 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) FXPIRFS'12/21/7015 IIIlillll 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) 42 2.4= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-9668 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50" 0.26 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL IL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" T T MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 I/ DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, • Truss designed for wind loads in the plane of the truss only. v 0 c%) co o,,,_ ..er MN M-3x4 J, ), y 0-10 'PROVIDE FULL BEARING:Jts:2,4,3' 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 Op , ' G N e'cS WARNINGS: GENERAL NOTES,unless otherwise noted:' + fie I ,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 !I.'''. („{J ,(,.- Truss: J 3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing mus(be installed where shown+. incorporation of component is the responsibility of the building designer. ,/ 3.Additional temporary bracing to inspre stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth byr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,tr/rr DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /1 4. No load should be applied to any cjimponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON I,. S E Q '�'4- 'Z, tr �`t/ TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. '\ 5.CompuTrus has no control over anti assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 'Y ` 1 t1 ` h4 fabrication,handling,shipment and installation of components. necessary. 'OP' 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 IIt�R t'" IIIIII VIII VIII VIII VIII VIII VIII III IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) F}(PI fi'19/R119ti1. 111111111 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) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-63) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 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. 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 = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.004" @ 4'- 1.4" Allowed = 0.333" 12 6.00 I/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads .4. in the plane of the truss only. 0 N CO O/- 0 0� 1 21110. 1114 M-3x4 1, y y 0-10 (PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2Scale: 0.6394 .S'a pRares'c WARNINGS: GENERAL NOTES,unless otherwise noted: - 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Com. ± 1 2n 11 E f Truss: J2 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: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,...01 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ O 4r 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -Ty A.OREGON Ix 1.4, SEQ. : 5992824 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 full b on"of use. .� '"Ti- r�0 '�4:: TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A i ) c� necessary. '/W&"RI fL v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S:. �- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III I(III VIII III I II III TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide withizjointacenter 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) FX P)R FS'.12/21/2015 111111111 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) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-35) 40 TO LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50" 0.14 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 I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I 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 = 0.001° @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 'f T MAX TO PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" MAX TO PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 12 MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.250" 6.00 2 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" MAX HORIZ. LL DEFL = -0,000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.7ft, 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 '' in the plane of the truss only. 0 o� T v o� 1 2 q -V M-3x4 0-10 (PROVIDE FULL BEARING:Jts:2.3.41 6-00 JOB NAME : POLYGON PLAN 5-6 NH - J 1 Scale: 0.7144 �� "` / R"Q 1�,`'S WARNINGS: GENERAL NOTES,unless otherwise noted: r�([// '7 -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 CC- ~ G;i. S E r' Truss: J1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J,,+"«1 r 1 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,r tr 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. :Sy OREGON 40 SE Q. : 5992825 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" ,t, design loads be applied to any component. and are for"dry condition"of use. ///..,, .� . TRANS I D: 403334 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 14, P' fabrication,handling,shipment and installation of components. necessary. A. R) 7.Design assumes adequate drainage is provided. �'R R I O." 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 111111111111111111111111111 TPI/WTCA in SCSI copies of which will be furnished upon request. git coincideictwith joint tecenter 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) Fx PI B FS'12/31/2n15 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 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) 42 2- 8=) -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-224) 105 3- 9=(-308) 164 LOADING 4- 5=(-153) 67 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7' -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ O'-•10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8' Allowed = 0.339' '1 ,' MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" -/ MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. ggillggillgill°llj ,_ Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 I/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, o Truss designed for wind loads v o in the plane of the truss only. 0 ti v; ip M-4x6 o M 3x4 �I! CO o v f��r�m 9 Lr) A- o B M-3x4 0 oN O N M-3x4 M-1.5x4 (NJ ), y > ) 2-03-12 2-10-08 0-09-12 0-10, 2-05-08 , 11-06-03 y 6-00 7-11-11 'PROVIDE FULL BEARING:Jts:2,9,4,5,6' JOB NAME : POLYGON PLAN 5-6 NH - J7C Scale: 0.3025 c,��,0-) INPR°PCe,` 5'i WARNINGS: GENERAL NOTES,unless otherwise noted: // I -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 A Truss: J 7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �,,,r' , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I � P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,../1911///,,. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ 1 r C/� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON ((j SE Q. : 5992826 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive -57 environment, ,,t,' A., design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 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 A, 14, necessary. R 1�.-�" fabrication,handling,shipment and installationcomponents. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitationss set forth by 6.Plates shall be located on both faces of truss,and placed so their center ilfr� IIIIII VIII VIII VIII VIII VIII VIII'III'III TPI WTCA in BCSI,copies of which will be furnished upon request. git coincidenitwith joint center nche. 9.Digitssndsize 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-1986(MiTek) PXPI RFS.12/31/21t1 5 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 B- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289) 171 LOADING 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25 5.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (-101) 0 BC LATERAL SUPPORT <= 12"0C. UON, DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 24.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connect8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) M,M20HS,M18HS,(or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 299V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -183/ 405V 0/ OH 1.50" 0.52 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 osfl uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" I MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254" 11 11 11 MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.042" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 1.--' Design conforms to main windforce-resisting I system and components and cladding criteria. o Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), vo load duration factor=1.6, o Truss designed for wind loads co N in in the plane of the truss only. M-4x6 PIIINIMMWM,-,- M-3x4 8 diggliji 0o o MN®am°i M-3x4 M-1.5x4 �� 0 0 M-3x4 y i- y i, 2-03-12 2-10-08 0-09-12 y > ,1 y 0 10,, 2-05-08 ,, 9-06-03 ,1 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2.9,4,51 JOB NAME : POLYGON PLAN 5-B NH - ' J6CScale: 0.3429 5• `,0 WARNINGS: GENERAL NOTES, unless otherwise noted: �t, <' f; „,Hyl 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 JL„ r 5: Truss: J 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. O ' 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ;+' DES. BY: BS 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). „,/':�illw.. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l Cr o 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5 99202 7 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, ��� 4 N . design loads be applied to any component. and are for"dry condition"of use. y ."tt �,�S TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q /4, 2--®--T" fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequateadondrainage iso sed. 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 IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincidenitwith jointcenterche. 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-1986(MiTek) F}{PIRFS.12/21/2015./201 III II I111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 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) 42 2-7=( -69) 178 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-245) 43 6-8=(-114) 278 6.3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3-8=(-289) 118 LOADING 4-5=( -70) 32 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 OVERHANGS: 10.0° 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625) Connector plate prefix designators: 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2; Design checked for net(-5 osf) uplift at 24 "oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3" T f MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" NOTIGN EXCEEDUMES MSTUR119k ATTITIMEEOF MANUFACTNTENT TES URE. 12 0 Design conforms to main windforce-resisting 6.00 V 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, m Truss designed for wind loads c, in the plane of the truss only. v 11 c 0 v M-4x6 4�1 ,141111111:11 - Ix' co Co �� M 3x4 M-1.5x4 -,q, 0 M-3x4 M-3x4 y y 1, y 2-03-12 2-10-08 0-09-12 1, 1, y y 0-10 y 2-05-08 7-96-03 y 6-00 3-11-11 PROVIDE FULL BEARING'Jts:2 8 4 5 JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0.3783 � )PRO'-,'s. , WARNINGS: GENERAL NOTES, unless otherwise noted: t^Lr » ( ,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,2.0jjj---"' Truss: J 5C and Warnings before construction commences. building component.Applicability of design parameters and proper J 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. V .+�/r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /r�� p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J ' =.• DATE: 7/11/2014 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. =Y, ",OREGON��, .40 SEQ. : 5992828 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. '�6 1r 14 2�. TRANS I D: 403334 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 OA fabrication,handling,shipment and installation of components. ry. b V P P 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 IIIIiI VIII VIII VIII VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincidenitwith joint center linche. 9.Digits indicate 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) FXPI RFS•12121/21)15 II 1111111 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) 42 2.7= 84 228 7-6- 0) 18 BC: 2x4 KDDF #1&BTR ( ( - ) -( WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-297) 65 6-8=(-138) 358 6-3=( 0) 50 3-4=(-153) 82 3-8=(-372) 143 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(-100) 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: 10,0" 23.7" 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" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 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/24D, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0 Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7-11-11 f MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" 12 MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 6.001/ NOTIGN EXCEEDU19% ATITIMEEOFONTENT MANUFACTTURE. Design conforms to main windforce-resisting ' system and components and cladding criteria. 4 o Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 0 load duration factor=1.6, Truss designed for wind loads M 4x6 co in the plane of the truss only. m.3 x4 M .��- 02 �f 8 �� --7 7 o� 2� o �i M-3x" M 1.5X4 �o 0 M-3x4 7 7 y y 2-03-12 2-10-08 0-09-12 7 y y y 0 10,, 2-05-08 5-06-03 1 y 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2.8,41 JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: 0.4268 ,P,R°r1e+, WARNINGS: GENERAL NOTES,unless otherwise noted: CC /� I 'T C/.1„, 1. Builder and erection contractor sh Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,e 7 �, E fit.- Truss: J 4 C and Warnings before construction ommences, building component.Applicability of design parameters and proper GGG 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. .,rte 3.Additional temporary bracing to ins re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r DES. BY: BS is the responsibility of the erector. dditional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE 7/11/2014 p continuous sheathing such as plywood in ere and/or d ywall(BC). .„."(1'.1.90.` „ ' the overall structure is the res onsib'ity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Id SEQ. : 59928294. 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 ! 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, Z++ if_ V design loads be applied to any component. and are for"dry condition"of use. % +\ `� TRANS I D: 403334 5.CompuTrus has no control over andassumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if d „� 14, `1 fabrication,handling,shipment and installation of components. necessary. ,,qq� 7.Design assumes adequate drainage is provided. `Y! "t�i^f f 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 �r'lT HMO- 6. L 1111111 VIII VIII VIII VIII VIII VIII IIII IIIITPINViCA in BCSI,copies of which will be furnished upon request. lines coincide wjoint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI R FR.12/31 orris 111 111111 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) 42 2-6=(-135) 228 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-297) 65 5-7=(-218) 358 5.3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -55) 41 3-7=(-372) 226 LOADING IC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) OVERHANGS: 10.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -48/ 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 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.012" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 5-11 11 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.001/ system and components and cladding criteria. / - Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m 0 v M-4x6 CD O Co cm �D M-3x4 _ I�_ co o, �' 7 -/in 0 m M-3x4 M-1.5x4 o �� 2pE 0 6 0 0 M-3x4 y y 2-03-12 2-10-08 0-09-12 y y 0-10 2-05-08 y y 6-00 3-06-08 ,PROVIDE FULL BEARING:Jts:2,7,41 JOB NAME : POLYGON PLAN 5-B NH - J3C Sale: 0.4902 o \AGIN Op�1,,`� WARNINGS: GENERAL NOTES, unless otherwise noted: ,,4 ",S; -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 C, }-' Truss: J3C 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. ,rr"" 3.Additional temporary bracing to insure 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 f,�..1^ DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEC. : 5992830 trr 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ,g_OREGON 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, �,4,� "f�i �. N+� �'� design loads be applied to any component. and are for"dry condition"of use. 1 4" TRANS I D: 403334 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 c fabrication,handling,shipment and installation of components. ry. p P 7.Design assumes adequate drainage is provided. rl R I t•-," 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coinciderctwith joint center liche. 9. Digits indicate size 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) FXPIRFS'12121/21)15 HUM PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15Q BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=( 0) 42 2-6=(-46) 123 6-3=( 0) 48 WEBS: 2x4 KDDF STAND 2-3=(-188) 24 5-7=(-76) 191 5-3=( 0) 48 3.4=( -22) 28 3.7=(-198) 79 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 SO.IN. (SPECIES) OVERHANGS: 10.0" 0,0" 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 98V 0/ OH 5.50" 0.16 KDDF 625)(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 osfl uplift at 24 "oc soacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000' @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9° Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0,004" @ 5'- 2.3" T MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ NOT EXCEED 19% AT TIME OF MANUFACTURE, Design conforms to main windforce-resisting system and components and cladding criteria. -> Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 0 load duration factor=l.6, o Truss designed for wind loads ID in the plane of the truss only. 0 ci- o Cd ON11111111111iiiii ...-___ r M-3x4 8M Aill�� 7 MEIMMINAM -/ o� M�Eml M-3x4 o M 1.5x4 0 2 al 6 to 0 M-3x4 c .1 y y 2-03-12 2-10-08 0-09-12 , y y y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jt$:2,4,7I JOB NAME : POLYGON PLAN 5-B NH J2Cscale: 0.5343 �� ` ° ,PQ es, WARNINGS: GENERAL NOTES,unless otherwise noted: 17 C'J !� 1.Builder and erection contractor sh Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4X- , ,� r,". Truss: J 2C and Warnings before construction ommences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to ins re stability during construction 2. Design assumes the top and bottom chords to be laterally braced at if ' DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall( C). ' �/: DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ , 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992831fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , TRANS I D: 403334design loads be applied to any component. and are for"dry condition"of use. 6 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if 76 4k 1 4. 2V �� fabrication,handling,shipment and installation of components, necessary. ill ,rg, 7,Design assumes adequate drainage is provided. 4l ii Fit LL V 6.This design is furnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center r�'l7 111111 VIII VIII VIII VIII VIII VIII(III(IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) }(p) I` 12/21/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-68) 30 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net1-5 psfl uplift at 24 "oc spacing,' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1" Allowed = 0.067" 12 3 ' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 I/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 10,9" DESIGN ASSUMES MOISTURE CONTENT DOES 0NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, N Truss designed for wind loads in the plane of the truss only. M,,_ O V INO OA- 1 2' 4� -/ M-3x4 J‘ ,1 ), ,. 0-10 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 �� N.E. S WARNINGS: GENERAL NOTES,unless otherwise noted: ti'.? j1/ -( "$- 1. Builder and erection contractor should be advised of all General Notes 1.This design is based ony upon the parameters shown and is for an individual CC' :t.02.0(}--"E f Truss: ASJ 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. 4601101P ," 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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). '.� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 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. 17 A_OREGON fib, 1.. SEQ. : 5992832 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. 14, '', Cy, ' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'Design assumes full bearing at all supports shown.Shim or wedge if t� � fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl R�,-�" 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 11111111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIF1FS12/11/2015 111111111 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=( -3) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-45) 15 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) C,CN,C18,CN18 or no prefix = LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) ( p 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 DO) uplift at 24 "oc spacing"( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0. 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. " MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX IC PANEL TL DEFL = -0.001" @ 1'- 2.9° Allowed = 0.145" 12 6.00 2 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9° MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -v load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 o C) OL- 11111 o� 1 200M44► -/ M-3x4 y y y 0-10 2-00 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-B NH - IASJ1 Scale: 0.7139 �` "DPRO1+, 's,, WARNINGS: GENERAL NOTES,unless otherwise noted: (//+/! `T -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 ,� L �. Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7LL 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: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ',WOO 4.r DATE: 7/11/2014 P Y 9 3. 2x Impact bridging or lateral bracing required where shown++ SEQ. : 59928334. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5Y OREGON p 4, design loads be applied to any component. 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, 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 4.- "V' +t �S''E.. TRANS I D: 403334 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q Ali"' 1 `110t�A 4- fabrication,handling,shipment and installation of components. necessary. A1., V` 7.Design assumes adequate drainage is provided. _'✓!-'ts RIA- - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(VIII VIII VIII VIII VIII VIII(III(IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 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) F P1 1FS'191'1/?01 s