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Plans (124) r1111-11" GARAGE RIGHT c, ARI r I -r-,- ASJ1 A ASA ASJ2 ibl , Al ASJ2 / e1) 6:12 AH1 (2)/ .44 ' AH2 001 � AH3 AH4c V AH5C AH6 AH7 et A1 (4)e • r? AH7 16:1AH6 6:12 6:12 AH4 BH3 BH2 1-(9l -- Ink ' D2 (2) E2 (3) R•12 ' mem 6:12 D1 . 111 il 6:12 rip I? i •? CONFORMS TO DESIGN CONCEIT 1111 _ in E CONFORMS TO DESIGN CONCE WiTF ' 6' REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND ESUBMIT g CONFORMS TO DESIGN CONCEPT 81-9' 1 -7 CONFORMS TO DESIGN CONCEPT WITH ... v� I 4 141 SHOP DRAWING HAS BEEN RIVIEWED FOR GENERAL CONFORMANCE J REVISIONS NOTED 1�. H THF DE=SIGN CONCEPT ONOAND DOES NOT RELIEVE HE 3 NON-CONFORMING REVISE&RESUBMIT • �y Q� FABRICATOR'VENDOR OF RESPONS BILITY FOR CONFORMANCE WITH THE n no-' ur n h rx , 1 a v DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WELCH HAVE PRIORITY TH 1 EWA ra OVER THIS SHOP DRAWING. CON'RACTOR SHALL VERIFY ALL DIMENSIONS. 3YffJ;;S 7 I'.'A. J. J=CSL' 'S J iCN i,,;rx. SIM fM «rYG, r SHAY F k 4yy By: Todd R. Eaton Date: September 19, 2014 N Alexia Fukui Date 9/22/14 MILBRANDT ARCHITECTS CT ENG INEER IF�3© �1}r�'F,ightCompuTrusInc.211116 ILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TRUSSCANC°ULATIONiSAND° ENGINEERED STRUCTURAL t, i OJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING L-. LAN 5-B COFFER DESIGNER ENGINEER OF RECORD FIS VV: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO ■ �i I B CHECKED BY: REVIEW AND APPROVE OF ALL T I ■i„ C COMPANY LIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1%. V d i7 - 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. 401-0' GARAGE LEFT 1 11,-1 t 1 1 IP, '1; cA' R4RRRI—Df4R I I I___I , , h ASJ1 Mk. , , ASJ1 ,A? _ CI ASJ2 ASJ2 AHI (2) , 6 . , 100,OF • 4 10 ///////// . . AH5C v . AH6 ....:.? ,-- - Al (4) ISN qt I? k. ----- Mi 6:12 , • . 6:12 ' - AM ----------) BH3 RH2 \ BHI (2) _ ):).42"-- ___ ,- \ 2 \ D2 (2) ! 6:12 . mow 1 R•12 , E2 (3) intill-110 IIIIIIII .v. 1 friONFORMS10-IIESIGN CONC 'T - ' , ..-- T7I %'trt 777111 MIN , IC) rt, it; '1 AO\ r KNIPP! . 4 El, CONFORMS TO DESIGN CO EPT WITH -Gi M M REVISIONS AS S OWN 20-4 1/26 I ff=ir ..] , 1 ig CONFORMS TO DESI CONCEPT ___I NON-CONFORMI - 4— "' 1 0 CROEvNIFsOloRNMsSNT00 O.'GN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 0 NON-CO •RMING-REVISE&RESUBMIT WITH THE DESIGN CONCEPT ON_Y AND DOES NOT RELIEVE THE 1'IPS..7,1, WI,...BEA B,,,,E,,ER,INERAL OW:A.WEC ,.,- 0 JE1 he,' .E1EVE THE FABRICATOR/VENDOR OF RESPCISIBILITY FOR CONFORMANCE WITH THE i, .11,RWL,0,FSPONBM:Fs'F.0,4F5PRIANC,Var,MS:. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF MICH HAVE PRIORITY 47-Ir ,- AK'APFLiCABL::WU AL:0,0,40,.,I, i..1:07,NEPTHIS,C,i:RAVIVB OVER THIS SHOP DRAWING, r'XTrailInR eatti ii.ciPr ill DIBRIRTMIS . ! By Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC 0 Copyright CompuTrus Inc.2006 DATE: ABOVE PLAN PROVIDED FOR TRUSS 30LYGON NW 133/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND OJECT TITLE: REVISION-1: DRAWINGS raza% am- 'LAN 5-B COFFERINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD RN: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING e,,, UM I la\ U m b e r 5 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & T tJ S S '' COMPANY LIVERY LOCATION: 'SCALE: REVISION-1 DESIGNS PRIOR TO CONSTRUCTION 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 1 imum mile MiTek® MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very trulys, 1, avid Baxter, P.E., S.E. 6,0,06.6y Sr. Structural Engineer ���V0 PRQFFss dr MiTek USA ��\c, 0AGINEF9 /p2 DB :9200PE 9r .1: r -y1 4 OREGON.\� ,�ct�v '0�>' 14, 2°�i.i" 12/06/2017 FRLR1t_ EXPIRES: 12-31-2019 Mil II= MiTek 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. .\<<- P R 6FFSS GtN4- a <4, 2 Q 87022PE 9� (I) 7 tC`-0j, OREGON (19 <U� 0 413ER �p OS A. HEC; EX''''` :06/30/ s 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) Paaric 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:j7axn4OsHnThlyaUAczwOszX1 UY-8NEyW14gRLFddvIFEhBm14aAVwwO4nAz2y8K8yTr1V 2-6-0 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 = 1.553 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 N1111111111111111111111. — 111111111r - N e ee . 13 12 11 10 9 354= 3x8= 3x4 = 3x4 = 354= 10.8.1 11-4-9 I 9-11-9 1or1t1 111-3-1 I I 16-4-12 { 9-11-9 0-- 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edqe],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Inc: YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. eco� Alii EFq s/0 c. 87022PE r y S'‘)Aj �H OREG N ci 11O -8ER1\ �O Ov A. HEC'�P EXPIRES:06/30/2017 October 13,2015 i 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid tor use only with MfrehE 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/M11 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 R45642846 PL15-343_UPPER F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Tue Oct 13 08:51:58 2015 Page 1 I D:j7axn40sHnThlyaUAczwOszXl UY-8NEyW14gRLFddvIFEhBml4etVOMQ6mAz2y8K8yTrIV 1$4a I 1-3-4 10^I 2-3-0 I 1-2-0 I I 1-0-5 I 2-6-0 Scale=1:27.7 1.5x3 II 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 o e N o / N e e s s 111111111111111111111111% . e/ o e o 17 15 14 13 12 11 3x4= 3x6 = 4x5 = 3x5= 1.5x3 II 3x4 = 3x4= 3-0-4 15-10-12 3-0-4 17-10-8 Plate Offsets(X,Y)— [7:0-1-8,Edge],[12:0-1-8,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 0.25 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/TP12007 (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 Upliftl7=-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=0/750,4-5=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. •\`(- P R o'�Fss �NGIN4.„ wO 44.f 17 2 'r 8 1 2PE r cn />" . y �Aj, OREGO r �N 9C AMSER 11 \. �`.3 A. HS?' \--‘P EXPIRES:06/30/2017 October 13,2015 r imu A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE t 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 apptcability of design parameters and property incorporate this design into the overall Ler4Jtry desiyir.Thud,njnnjlwietiaro prevemouciang olmOMauat truss web and/orctiord mem ers only.AddlflonaTtemporary and permanent bracing MirelC 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,detvery,erection and bracing of trusses and truss systems,see ANSI/r911 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 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-dZolGr2iRIT6FnUyoxCQJFdkUvGo9WIJBihhtbyTrlU 2-6-0 I 2-5-1 II 1-2-0 I I 2-4-11 Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 • o 0 0 •• 4N - e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 1013-8 0-7-0 1.9 I11-5-B 1 I 16-7-4 10-2-1 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) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=250810,3-4=-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. <�� D P R pFFss ��� ��G1 NE�c6) /01, 87022PE co >cv -7 �Kl>, OREGON c[� BOO "P •.,7,1 BER \\�Q�Q A. HE-?` EXPIRES:06/30/2017 October 13,2015 / I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE id Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual buildingm coponent,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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 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 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:j7axn4OsHnThlyaUAczwoszXl UY-dZoKir2iRIT6FnUyoxCQJFdgXvD69WMJBihhtbyTrlU I 2-3-0 I 1 1-4-11 ii 1-2-0 I I 1-0-9 I 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 I I 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o _ o_ o e N o 'N N � e e° ° 1 —may 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4 =- 14-3-11 14-3-11 I 13-1-11 13-8-111 1 18-1-4 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y)— [12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 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=791/0-4-4,11=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. '`<- P R OFFss (, ,NGINEF,9 /-- w �"7- 4-C- 870 2PE y �Aj, OREGO ti5) 4// 9O `cMBER .\\ �O O`) A. HERCP EXPIRES:06/30/2017 October 13,2015 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 lvLTelde 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> _ - ` V _ -'--- -. .. .,,----,rvssvveo-arraroranaa tr2Rrtuetsattly. naonronar temporary and permanent bracing Ml 1eK is always required for stabitty 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/fPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642849 PL15-343_UPPER F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:00 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-51MiwB2KC2bztw38MfjfrS9u5JbVuvuTOMRFPlyTrIT 1 1-3-0 1 1 1-1-1 IF 1-2-0 II 2-4-15 1 2-6-0 1 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 m 4I I/ \ / Nee e- ke , N rN-,� 'N /� el''' 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5 = 3x5 SP= 15-7-9 1 14-5-9 15-0-91 I 20-9-8 1 14-5-9 0-7-0 b-7-0 5-1-15 Plate Offsets(X,Y)- [12:0-1-8,Edgel,[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 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=909/0-4-8,26=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=0/1077,2425=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=-357/0,13-18=426/0,2-26=-1375/0,2-25=0/1183,425=-987/0,4-24=0/813, 6-24=618/0,6-22=0/446,15-17=2149/0,15-18=0/1659,10-20=272/35,11-20=327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection jby others)of to tss to hearing 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. e� 2v 87022PE (' CP >N 7 �Aj, OREG N `cP hY 1) /.0,41 ER 1\�P,� A. He EXPIRES:06/30/2017 October 13,2015 c ' WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill„ 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Informalion 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 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc Tue Oct 13 08:52:01 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Zxw57X3yzMjgU4eKwMEuOgiAJi57dZUcfOAoxTyTrIS I 1-4-0 I 2-6-0 1 1.5x3 II 2 I 3x4= 3 1.5x3 II Scale=1:8.7 J e (5.1' i< 'Ati'< 5 4 3x4= 3x4= Q' 0.1$14-1-0 I 1-8 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 Inc: YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��-`�c P R o�Fss c.;..co �NGI NEFR o 87022PE 9t' y �Aj, OREG•N cp v,,`� 'Pon AMBER .0 �,4 S A. HE?' EXPIRES:06/30/2017 October 13,2015 1 I ma WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1W03/2015 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 � boll&g.:1 -@..a gi„d...,t i.,to Mar v. rt Lu.kl6 . ry urk,divtuuul 6035 wet.,uriwor,51i,eu rri6rlu..r 1,n,,. -Otmillili 16i?IplAUry iilil'p7l:rmanenrbracrng I _- - 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,derivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bonding 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 R45642851 PL15-343 UPPER F07 Floor 5 1 Job Reference(optional) Padric 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-18UTKt4akgrtl6EDXU3I7wtFEy6GyMs8mtgwLTwyTr1R 1 1-7-12 1 I 1-8-15 1 I 1-2-0 11 1-4-9 1 1-6-0 I Scale=1:30.1 3x6= 1.5x3 II 3x4 = 1.553 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x5= 1.5x3 II 1 2 358= 3 4 5 6 7 8 9 10 11 a ei N e o o e o ee 19 ' 17 16 15 14 13 i 3x4 II 3x6= 3x8= 355 = 3x5= 1.5x3 II 3x4 = 354= 1 1-10-12 21)4 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y)— [2:0-3-0,Edge],[8:0-1-8,Edqe],[13:0-1-8,Edge],[19:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 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/TPI2007 (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. I REACTIONS. (lb/size) 18=1194/0-5-8,12=627/0-2-12 Max Gray 18=1194(LC 1),12=662(LC 4) 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, 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 attached-tawalls at their outer endsor restrained by other means 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. �9ED PR 0FFS 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). '� NG[N .o LOAD CASE(S) Standard (tr. R 217 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 cc 8 S 2 P Ec' Uniform Loads(plf) r Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) N , Vert:1=304(F) -7 �-j, OREGO tis Lid 9FMBER 1'` �p On`s A. 1-15i; EXPIRES:06/30/2017 October 13,2015 1 , WARNING-Verity 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 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 Milele 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 Qualify Criteria,DSB-89 and BCSI Building Component Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642852 PL15-343_UPPER F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc. Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wIFLO6PFMzVmtgwLTwyTriR I 2-6-0 10-5-10 1 1 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 Il 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 o O e 0 o N N e e ee e e 3x4= ° 10 9 8 3x4 3x4 = 3x4= I 3-1-2 3-1-1 3-9-10 1 4-4-10 476- 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1-II 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 Lid 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. c_<<'. - So P R()FE. 0.4G1 N4,9 Wo,,_ �� 87022P Pi' • , , i >� -.0i'4,,), OR GON c ,'rte Or, �eER 1 ir ca A. HE?' EXPIRES:06/30/2017 October 13,2015 t r 0... 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 Mffek®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 appicability of design parameters and property incorporate this design into the overall _ —t- lambing aestgn.gracing inatcafea is to prevent bUClGf3 Ol TndmduaTfruss web and/or chord members only. Addiffonaltemporary and permanent bracing is always required for stability and toprevent collapse withpossiblepersonal injury and o �� � W Q fY P )ry properly damage. For general guidance regarding the fabrication,storage,deivery,erection and bracing of trusses and truss systems,see ANSI/Mil 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 R45642853 PL1S-343_UPPER F09 Floor 1 1 Job Reference(optional) Padfic 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-18UTKt4akgrh6EDXU317wtF126Q_M?fmtgwLTwyTrlR I 2-6-0 1 0-5-6 1 1 1-2-0 I I 1-7-2 Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II • e e b O N N e e e KK\• 1.5x3 II 9 8 7 6 3x4= 354= 3x4= I 3-0-14 )-2r 3-9-6 I 4-4-6 I 6-2-8 I 3-0-14 0-1-6 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— [4:0-1-8,Edge],[8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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 IBC20121TP12007 (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. ���Ep P R Of-6. 2��`cJ �Nc'INEF-T ip29 870 2PE y �Aj, OREGO r Opti �On EMBER \\ \- S A. H Ep'.<4P EXPIRES:06/30/2017 October 13,2015 1 ' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.10/03/2015 BEFORE USE. Milli Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this designminto 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 stabifty 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/TP11 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 R45642854 PL15-343_UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc Tue Oct 13 08:52:03 2015 Page 1 ID:j7axn4OsHnThlyaUAczwaszX 1 UY-VK1 rYCSCVzzYkOojl nHMT5nQtWc?5LTv6KgvOMyTrIQ I 2-3-0 I 1 1-7-11 I I 1-2-0 I I 1-4-9 I 1-6-0 I Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 e O / N O N e O O e e 1 4, 14 13 12 11 3x4 = 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 f1-8-11 I 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,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 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/TPI2007 (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. .coP/ 4INE4\ Q 87022PE 9r" >N y �'OJ, OREG Nrp� ty� 9C 6s4,1 ,...../ 1� P r On A. H ERC EXPIRES:06/30/2017 October 13,2015 e 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/Meld)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall r gd nenign.be.cing+ndic.red is hc rprvvnFbeelding oFfiit uat1russweb-unci rcnara merlloers only. Aaamonarremporary andpermanenttracing - _ -. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN51/tM1 Quality Criteria,D51149 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite re Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642855 PL15-343_UPPER F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc Tue Oct 13 08:52:03 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-VK1 rYC5CVzzYkOoj 1 nHMT5nVTVNK5Qgv6Kgv0MyTrIQ I 2-6-0 10-5-10 1 I 1-2-0 11 1-6-14 1 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 e Q 0N si \ ° ° e °3x4= 1C' 9 8 3x4= 3x4= ' 3x4= I 3-1-2 3f-110 3-9-10 1 4-4-10 41612 8-8-8 1 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,Edgel,[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 0.20 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=377/0-2-12,7=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. P R OFFs<i;c - s5 ‘AGI NE -Ar, 0� 2 4.1 c87022PE9r N ti 'y cti� L Aj, OREGO "PC'pSMBER 1\ '0 A. Hip' EXPIRES:06/30/2017 October 13,2015 it r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 1111, Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:j7axn4OsHnThlyaUAczwOszX t UY-zWtDIY5rGH5PLYNvbUob?I KcYwzDgoB2L_PSYoyTriP 2-6-0 I t 1 2-3-5 1I 1-2-0 II 2-4-11 1 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 H 3x4 = 1.5x3 I I 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 rsiN e O e e 161 12 11e 10 i 3x4= 3x8 = 3x4= 3x4= 3x4= 10-8-13 11-5-5 1 10-0-5 0 Il 1a�031 I 16-5-8 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 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 lncr 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=-2476/0,4-5=-2549/0,5-6=2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Q`E4 P R OFFS C?co �NGI N E ,9 "%- 444 2 kr- 8 1 2PE /f yN i>" �Aj, OREGO cp At/ ,QO FM8ER \\ �p OS, A- HEY` EXPIRES:06/30/2017 October 13,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MMI-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 -- bulkfing aesfgn.Brocmgmrncatea rsto preverll buckling oflnGMVlauarinlss web and7of chord members only. Additional temporary and permanent bracing Mak J,4 J-k_ -- - 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/r191 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&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:04 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-ztM DIY5rGH5PLYNvbUob?IKYhww3gnT2L_PSYoyTrIP 2-3-0 1 1-4-11 11 1-2-0 ll 1-2-5 1 2-6-0 Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 o _ o o • a � or •�Xy^ `! o o \! a ee `dX.p 15' 15 14 13 12 T7 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 I 13.1.11 13-8-111 I 18-3-0 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/TPI2007 (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(lb)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. 41 2v 87022PE y �Aj, OREGO /hit A. HEp` EXPIRES:06/30/2017 October 13,2015 e 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 Mifek®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 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 MFrek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,defvery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:j7axn4OsHnThlyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWtoWKMsZ14Cae904EyTr1O 1 2-0-0 I I 1-10-1 I I 1-2-0 1 I 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 H 1.5x3 II 1 2 3 4 5 63x4= 7 e so ® o N Q 1.'.gi 11 10e 9 8Y 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 9-4-9 I 12-0-12 , Plate Offsets X8-2-9 0-7-0 0-7-0 2-8-3 ( Y)— [6:0-1-8,Edge],[10:0-1-8,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 0.42 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. ���Ep PR Open ��GIN4.„ /o 0 n C 1.41 2 87022PE f , -N �N 0i, OREG•N cP ,44// O M8ER 1 EXPIRES:06/30/2017 October 13,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE fili., Design valid for use only with Welt®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 boik.li.g J,..1v,.tlr iny;,,JR...bJ6 krprev=r rl-Lr,.kL,v of hrdlvltvuMu»wet/VI iurur c.nwu i)169,iutrib n ur4118tfemporory and permanent bracing ( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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-vvjzAE75ouL7brWljvg351P2XjoSIpQ LoluZchyTriN 1-4-12 1 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 , 4 K c 5 4 3x4= 3x4 = 2-11-12 I 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (roc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) _ TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) -Vert:45=10,1-3=-100 Concentrated Loads(Ib) Vert:2=188(F) �� NG1 NEFR /029 87022PE N y SAT OREG.N ZN 90„ SER O A. HER EXPIRES:06/30/2017 October 13,2015 a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE PAH-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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �/��{ `` eakbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi l 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 Crltetia,DSB-89 and BCSI Building Component Suite 109 Safety Informalion 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 R45642860 PL15-343_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:05 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWtg0KQEZKsCae904EyTr1O I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 e- e o 0 Q -7' Q e o 0 e e 3x4= 1 9 8'3x4 3x4 3x4 = 3x4= I 3-2-10 13-9-10 14-4-10 I 8-6- 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(Xy)- 18:0-1-8,Edgel,[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress 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 Loads(plf) Uniform Vert:7-10=-8,1-6= �80 � ��G NE F�`r� Concentrated Loads(Ib) �� 04 F / 9 ° Vert:11=169(6) Q 87022PE r 9 CP cV -y �-0j, OREG•N 90 Ltr'V 9O FM BER• \'‘ \p OS A. HO; EXPIRES:06/30/2017 October 13,2015 k mew. 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 MTekee 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 bollix)tcrucs,g7T.wua.n1ginarcareas rvprevenTDOCGIng 0Ttnarwauarmm web onalorcrtarCTmemoerf onry. Additional temporary and permanent bracing MiTek. 6 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Crifeda,DSB-89 and BCD Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System ner Safety t s PLATE LOCATION AND ORIENTATION 1 /a 3 " Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damageor Personal Injury are indicated. =MEI Dimensions are in ft-in-sixteenths. ink. 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 2. Truss bracing must be designed by an engineer.For 0-/16 wide truss spacing,individual lateral braces themselves WEBS l*A may require bracing,or alternative Tor I p bracing should be considered. IIIMIlir 3. ever exceed the design loading shown and never Oza tack materials on inadequately braced trusses. 4. rovide copies of this truss design to the building For 4 x 2 orientation,locate ` C6 7 O� esigner,erection supervisor,property owner and plates 0 'hd' from outside BOTTOM CHORDS ll 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. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT he environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 1 software or upon request. 8. nless otherwise noted,moisture content of lumber .hall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. nless expressly noted,this design is not applicable for PLATE SIZE se with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10. amber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 esponsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 amber for dead load deflection. the length parallel to slots. 11.-late type,size,orientation and location dimensions ndicated are minimum plating requirements. LATERAL BRACING LOCATION 12. umber used shall be of the species and size,and n 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 •pecified. 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 pacing indicated on design. if indicated. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs relyon lumber values 14. ottom chords require lateral bracing at 10 ft.spacing, g r less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.IDo not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 411k1=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NW MN11.11.7.1 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. land pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. M sore ko BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MIME MiTekg 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. <c,tib PRop co \AGl NE '944. 57 8 • 2PE 1-- -7 '4,,?,OREGON fp 41./ AMBER �' _y4 sS A. Her, EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 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. ZONIO lie of49639 fl,, . GISTE ' April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5B 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:j7axn40sHnThlyaUAczwOszX1UY-cHTKdJcIYpmObb_IRPgo7B0ohg07S71HOPDhOfzOQTa 2-6-0 1 I 2-2-9 11. . 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 414141111111111111111111111141111111 - q ne e 13 12 11 10 i 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 10110 1 111-3-1 1 I 16-4-12 I 9-11-9 0'I-'8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel,F11:0-1-8,Edael LOADING(pst) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .1,IONIO lit TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 � oo WAS WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=460/161,7-9=1636/0,7-10=0/1105 (j , _- � G, 14 NOTES tr '• , ' i 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. f 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d ' 4%39 be attached to walls at their outer ends or restrained by other means. OA 4'4,tis I'ER LOAD CASE(S) StandardNAS.EL c c' PROpFS- ? E SG0 �w87022PE r- cv pfi-,), °REGOp Ail $'41O© 8ER1 ‘4 s & HE��P EXPIRES:06/30/2015 April 22,2014 c , ®K+t4RNTN3-Verity rtes/gnFarainefereand READ L IES ONTHISANVD ,.i/DEDMT7EKREFEREW PAGEMI1-7473 rex I/2VMM BEFRE31.4E Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. ApplicabiNy of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for-lateral nipprid_9f iti iMeliiaLyieh mpmh�anly Additional tomrve y pn,.-ino-ta airy danikyitl Idng,nnetruce.,nrc tbeAir p0,,dyrpy of.p.. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. IYiI For general guidance regarding elf fabrication,quality control,storage,detvery,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 SoetherrtP (SP)lumber to siattifted,.the desige values arm those efieutkre vsiot/2013 by ALSC Job Truss Truss Type Qty Ply 58 R41832523 PL14-90UP F02 FLOOR 5 1 Job Reference(optional) Padfic Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:22 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-4U1 igfdfJ7uFCIZU_7B2fOY183goBcGRF3yEw5zOQTZ I 1-6-0 1 1-3-4 I0��I 2-3-0 I 1-2-0 I I- 1-0-5 I 2-6-0 -I Scale=1:27.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 346 4 5 6 7 8 9 10 o e e o 0 '" e — 4 'N, a� N _7e e- / e e e 17 I♦ 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): (7:0-1-8,Edae1,(12:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) I/deft Ud 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/TP12007 (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) 1ON10 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. O O-v WAS,rr,- r 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, 1 , , �W 8-9— n' / i'1099/0 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, ',.Ii 9-12=0/379,3-15=0/856 el NOTES 00 49639 �J 1)Unbalanced floor live loads have been considered for this design. Q , ,�, 2)Refer to girder(s)for truss to truss connections. �' Gj �t y+^� 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. SsI -c, C5 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"Snails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. AGR-,.0 P R Op4.,,, LOAD CASE(S) Standard �\Cj NGINE'F9 /r2 ` 870 2PE �9c u1cv - fi- OREGON c;a ASN A. HEls# EXPIRES:06/30/2015 April 22,2014 t r a ARNING-Verifydesign€yaramteaandREAP:iDTESOnTf/ISAADIA4Zt/DEDMINKREFERENCEMAGEMII-7473 rev.1/29/1014 BETRE USE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �9 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 w A'T�`R.`« erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MVI i fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 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-Souih-ern Pine iSP1 lumber is s,xen fled,the deli ^e values ape tTsOse effective 05/01./2013 by ALS6 Job Truss Truss Type Qty Ply 58 R41832524 PL14-90UP 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:j7axn4OsHnThlyaUAczwOszX1 UY-Ygb42?eH4R06gv8gYgiHCc57kT4Ew0FaTlinSYzOQTY I 2-6-0 I I 2-5-1 I I 1-2-0 I I 2-4-11 Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 • o o • eo e e Ali, e e 1 - 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 101319 111-5-9 1 I 16.74 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,[11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 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 Incl YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .4TONI© 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 fl WAS 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 e C.) i !y/' ` `V6 1 NOTES .i r' , " '' 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. "s, 49639 LOAD CASE(S) Standard .,4,,k, 4bisT ' � 1"4. citV PROpe,,, 5 �NGI E „`)-6.2.1FN *4 44 Q 870 2P r cn cv 7 "0,,, OREG N cp Qttr �'-a BER .�\ A. HE-, EXPIRES:06/30/2015 April 22,2014 t e a ARNIND-Verify designsparametersand READ NOTE ON THIS AidINC IR,0EDMITER REFERENCEFADE1471-7473 reit1/29/2Q14WORE 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 li is["'.later ti s"q,port^findivirsua1 web members only..Additional r=^spor"s-"n-tr18.fo irsur=st-ws}v duvog coaskuction is the ro<F.,n<wmty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ivtl ICK. fabrication,quality control,storage,delivery,erection and tracing,consult ANSI/D.11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Soutlherte Pale ISPI lumber is spesirred.,the-design values are those etkettva 0)6J01121213 by MS Job Truss Truss Type Qty Ply 56 R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szXl UY-Os9SFLfvrkByS3it6YDVUIpeEXtNnfT6kiNRL?_zOQTX 2-3-0 I 1-4-11 11 1-2-0 I I 1-0-9 I 2-6-0 Scale=1:31.6 1.5x3 113x6 = 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 1‘71 e e e e eO 1 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4 = 14-3-11 I 13-1-11 13-8-111 I 18-1-4 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): t12:0-1-8,Edcel,113:0-1-8,Edcel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 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. .e� ONTO 46, 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 flCV WA$j�r, *4 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, �V 6-13=860/0 ,``, f !% 't) NOTES rG y ` N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 47,r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .d� 49639 ktr� 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 fl '431ST be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard SIGNAL �. rR P6F scC1 Co ..„N'G 1 /O� ki`� 87022PE 9r cv 4)),F'4,1 0REG N c All On /t�18 Eq C� SA H-SA EXPIRES:06/30/2015 April 22,2014 t t ®WARNING Nerd fdesign parametea and READ NOFE'SONIRISAND mum WWWTEKREFERENCE PAGE NPi-7423rcr,I%19/1014BEFOREUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. 'e Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the a�;,��'`« erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tY" 9C 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 M Southern Pine Ispl lumber is specified,the design values are those efifestrue 06/61/1013 by ALSO 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:j7axn4OsHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju 1 AhwS3tzOQTV 11-3-0 I 11-1-1 II 1-2-0 ii 2-4-15 I 2-6-0 I Scale=1 35.4 4x5= 3x4= 3x4 = 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 i, N : cil' N 2 / N r N r N-/ N / - _ itO O O E 26 25 24 23 22 21 20 19 18 1 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5= 3x5 WB= 15-7-9 I 14-5-9 15-0-91 i 70-9-8 14-5-9 b-7-0 0-7-0 5-1-15 Plate Offsets(X,Y): f12:0-1-8,Edoel,F18:0-1-8,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 0.59 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. .410N10 ONTO 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, 43 r7 }71A$� r4 13-14=-3519/0,14-15=3519/0 C { C 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, ,z4.'6 ,C� 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, + n 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, I } 12-20=0/1057 i` e` NOTES 4{0 . 4939 ,` 1)Unbalanced floor live loads have been considered for this design. *� '� 2)All plates are 1.5x3 MT20 unless otherwise indicated. Ss' AL +4 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. k-V''° PFss LOAD CASE(S) Standard kr�. �NG.INEFR /�� Q 87022PE p cv-y' %), OREG,N f1,Q,1tr '�O SER ''\'Ory A. HE.-C"` �,P EXPIRES:06/30/2015 April 22,2014 W IMS-Verity design parameters and RV!)WITS ON MIS AND DELUDED 1413EK REFERENCE PAGE MII-7473 reg.A/29/2014 ETRE imult..... 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 indJJviriunl wets momhxm is ArLirtinnol tr+mprvnry t-m-natn inc,tr.ctnhifitysiunoe ronetructinn iC fho recr.nncihilfity DUI,. i���tK� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding JVI fabrication,quality control,storage,deivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback lane,Suite 109 Safety Informafon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it Seuttterrr Beare( lumber is vet flied,the design values are those effective 0&}'01/2013 by ALSC Job Truss Truss Type Qty Ply 58 R41832527 PL14-90UP F06 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 15:39:26 2014 Page 1 I D:j7axn40s1-InThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE1 AhwS3tzOQTV 1-4-0 I 2-6-0 I 1 1.5x3 11 2 3x4= 3 1.5x3 I I Scale=1:8.7 4 N I 5 4 3x4= 3x4= 0-1-8i 4-1-0 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 � (?NI(} 1)Refer to girder(s)for truss to truss connections. ©�'J WA$ T �r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. r +Y 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. q� /'� 6 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"j /'.. i'" /, be attached to walls at their outer ends or restrained by other means. -rs-, 400 t4 LOAD CASE(S) Standard a� �, 49639 06 hk" ©.4* GIST ' IONAL1 < O PRO SS 87022P-7 -)7 finis OR GON ti, c\44/ O�4 On11 8ER 1\• �"�' LI A HSC; EXPIRES:06/30/2015 April 22,2014 a WARNING-Verify design parameters and READ NOES M3IES ON THIS AND INClUDEDPITTEKREFEREf#EPAGE MR-1473 ret.1/29/101d9f04fUUSE 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 responsibility of the tp' et�+ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Ariel(' fabrication,quality control,storage,delivery,erection and bracing,consul ANS1/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(SP)lumber u spec Med,the deuign values axe these effective O5/O8 j2O13 by AtSC 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:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwg0eLOlSvfozjUmsbG8Jd?PY81zOQTT 1 1-7-12 I I 1-8-15 1 1 1-2-0 II 1-4-9 I 1-6-0 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 ® e ,_ : \! N i e 19 17 16 15 14 13 i 3x4 II 3x6= 3x8 = 3x5 = 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 2-014 17-5-4 1-10-12 0-1:8 15-5-0 Plate Offsets(X,Y): (2:0-3-0,Edoe1,F8:0-1-8,Edoel,F13:0-1-8,Edoe1,F19:Edae,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 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 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. cONI(J .ti,,,,,4 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 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, Ao" /- XG !'' ,C 12-13=0/909 -, /, • !An'',. 1., {t5 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, tA 4-16=0/641,4-17=-935/0,10-12=1092/0,10-13=0/1027,2-17=0/1309 t Unbalanced floor live loads have been considered for this design. 4.0 49639 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. ,his ' 1) 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. I2VAL 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. ��'(�0 P P OFFsc� The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��5 tiNGINFF9 /O LOAD CASE(S) Standard 8702PE �"9t, 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) N Vert:1=304(F) 7 �A)TOREGO ti,)04u 0 BER \\ P� A. HE0.0 R EXPIRES:06/30/2015 April 22,2014 1 e WARNU#3-Verify design parameters and READ NOTES ON 77-11S AND DAC11)DED MIIEK REFERENCE PAGE 14I1-7473 re K 1/29/26148EF9REUSE milm, 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 in Iar Interd cuppgt Qf igdividur,l w=brxwn, _ongc Additional temp'-="y bra-"g.is ivsura d.r.'anly's„a.se cons!,"ctioo alba r=ipoa'WBty cif.fhn. _ _ _ erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding trfirreIC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1M1 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 B4suthem Pine jSPj lumber is spec1fiett the dah&st softie:tare thoseeIettive O6/*If23?L3 by ALSO Job Truss Truss Type Qty Ply 5B R41832529 PL14-90UP F08 Floor 7 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-veOz5iiQuzeOwg0eLOlSvfo4nUv9bNVJd?PY81zOQTT I 2-6-0 I0-5-10 I I 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 0 0 0 0 o q . N e \ (/} e e e e \/elf 1:1 9 8 3z4= �, 3x4= /X\ 3x4 = 3x4= I 3-1-2 31-1II0 3-9-10 I 4-4-10 416 8-6-8 I 3-1-2 0-1-h 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y): f8:0-1-8,Edge1,19:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 lncr 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01oNI0 " ' ik 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 ©GJ ° A SST, 4r WEBS 2-10=736/0,2-9=37/269,5-7=-718/0 U A,' � `J�`'V r�� � "t NOTES' 1, C� 1)Unbalanced floor live loads have been considered for this design. _ 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)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, l49639 be attached to walls at their outer ends or restrained by other means. - {j 'h',, 49 {,u 49 LOAD CASE(S) Standard `SIONAL Ai �c, PR OFFS 870 2PE -0),„ OREGO ,jU� O 'OBER 1 '� EXPIRES:06/30/2015 April 22,2014 ®KRRNTN3-Verify design parameters and READ MEG ONTHIS AND I(CI.UDEDHITEKREFERENCE PAGE NPI-7413 reg,1/29/1014WORE 115E 0..... 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 responsibilfity of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1Y� 6 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 1f Southern:Pine(5411 lumber is specified,the designslues are these effective 1%/01/2013 by ALSC Job Truss Truss Type Qty Ply 5B R41832530 PL14-90UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-NgyL12j2fHmFYgbgv5phStLFYuG7KsvTsf96gCzOQTS I 2.6-0I a5-G I 1-2-0 I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II _I 4 3x4= 51.5x3 II Je e e _.-----\ 0 N c' Ti II e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 -2- 3-9-6 1 4-4-6 I 6-2-8 I 3-0-14 1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edgel,18:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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!nor 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. ONip TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 Ott of WAStiA,4 ::: 2-9=-456/0,4-6=-424/0 U S C., ,;, 0 1= til 1)Unbalanced floor live loads have been considered for this design. =_` 13 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. t 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d\\\„:639......„") 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 .{ bis be attached to walls at their outer ends or restrained by other means. TEg LOAD CASE(S) Standard �� ED PRO/ c�5 k.�GiN Fri wO w 2 Q 870 2P ter" N CV .g. iq "0„), OR N q, O4 / � `� •�b� 8ER \ �S �q NER EXPIRES:06/30/2015 April 22,2014 e a wrote rote-VelifpdesignpstaeerefsandREDNOTESONTRIS, HELLOED NITEKREFERENCE PAGE NEI-7413 rexJ/29/iOJ4B REUSE n� 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.rs the relponsibijtfy of the. a`f�„e__�Q_ erecrbr. Addttronal permanent oracmg OT me-Overall struclureis osl The respdbiify of the building designer.For general guidance regarding n(( i( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII 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 tt S0:itAee11 Pine(SPI lumber is spe,sified,.the design values are those effective 438/01/2013 Try A'..SL- 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:j7axn4OshInThlyaUAczwOszXlUY-rOWIWOjgQau6A_AOSoKw 4uKNIS83Cjc4JufCezOQTR 2-3-0 I I 1-7-11 I 1 1-2-0 II 1-4-9 1 1-6-0 I 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 e al ® O O O 0 6 1 0- - 14 13 12 11 3x4 = 3x6= 3x6= 1.5x3 I I 3x4= 3x4= 12-3-11 I 11-1-11 111-8-11 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,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 0.55 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(Ib)or less except when shown. olONIo 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 jy BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 os OV WAS4t/-4- 1/4 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=0/1049X5 4'' NOTES .r ,y ' : " ' ., N 1)Unbalanced floor live loads have been considered for this design. . l 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. Ikla 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ....fir 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O,,A 49G39 � be attached to walls at their outer ends or restrained by other means. fl '�� LOAD CASE(S) Standard IONAL , �Co \AG P E:$. `• SAO <C?, 29 c 870 2PE cv Nfi-.5, OREGO ,41i OSA HE-C7' EXPIRES:06/30/2015 April 22,2014 c WARNING-Verify designs parame tars awl READ PANES ON THIS AND MIMED NITER REFERENCE PAGE P1II-1413 teas 1/29/1D14 BEFOREUSE �� 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 !Allele erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI 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(VI lumber is specified,the design sabres are those effective OS,P01f2d313 try AtSc 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-r0WjWOjgQau6A_AOSoKw_4uPzIbT3Hwc4JufCezOQTR 2-6-0 I0-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 e e e e 0 (414 N i e e e e 8e3x4= 1 9 3x4 3x4= 3x4= I 3-1-2 3-?-10 3-9-10 I 4-4-10 41672 8-8-8 I 3-1-2 0-1 0-7-0 0-7-0 0-1 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edgel,19:0-1-8,Edeel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight 40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 7� ONIo TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=761/0 BOT CHORD 9-10=0/701,8-9=01761,7-8=0/682 tj y � WEBS 2-10=757/0,2-9=28/290,5-7=-737/0 {3fl X � t� NOTES e . / -:; G1 1)Unbalanced floor live loads have been considered for this design. "r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4 LL 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. f47� 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 49639 be attached to walls at their outer ends or restrained by other means. OA .4 5 1/ t y STE LOAD CASE(S) Standard °'1ONAL1 ��p`ca PR of?S \� GINS 9 si01. Q 87022PE mac' -0,,,,, OREGO (153 z/ O /FIBER i '� ta EXPIRES:06/30/2015 April 22,2014 t t a ARNI( -way design parame IErs and READ RTES ON 771IS AMO MUM f4ITEK REFERENCE PAUE NII-7473 ru..1,1 29/1614 BEEMERUSE , �� Design valid for use only with mirek connectors.This design a 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 wel3 members only.Additional temporary tracing to insure stabifty during construction g the re5pnnsibiffy of the {� _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mete ICSR fabrication,quality control,storage,deivery,erection and bracing,consult ANSI/T1,11 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 lit Southern pine f5P)lumber is specified,the designs xstues are those efts-thee O6f0lj201'by A isc 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-JD46jkklBuOzn71DOWr9XIQW2ipMofRmJzeDk4zOQTQ I 2-6-0 I I 2-3-5 ii 1-2-0 ii 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 Y _ o _ o s •_ or' _00 iiiiiiii 411111411111111111111111\4,41444. c' 111111111111111111111141111111411111111111 — .i e e 19 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 101113 11-3-131 1 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): 110:0-1-8,Edoe1,111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/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 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. '-ONTO TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 1, BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 Q t3 'WAS{�>, W ' . EBS 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 (.1 7V fp Cio Ii NOTESA" >, Cd 1)Unbalanced floor live loads have been considered for this design. T,/ 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "114 1 49639' 4' be attached to walls at their outer ends or restrained by other means. Q�, jj � LOAD CASE(S) Standard s` 0AC6 n PROF CO 022PE� s/0 C 2- 9 44/ / 4•C'" 87E .' -4,, (f:,)c Otv. On FMSERAN• ' A. HE# EXPIRES:06/30/2015 April 22,2014 c $ ARNING-Verify design parameters end READ NOTESONTHIS ANDINCLUDED MITEKREFEREhC€PAGE P411-1373rK1/29/20149.FOREEUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �,sA 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 ��1,'�R« erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !f. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fP11 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 1f Southern Pine(Sidi holster is specified,the design waideis ore these effective 06/08/2013 by ALSO Job Truss Truss Type Qty Ply 58 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:j7axn4OsHnThiyaUAczwOszX1 UY-nPeUx4lxyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzoQTP I 2-3-0 I 1 1-4-11 11 1-2-0 11 1-2-5 1 2-6-0 Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.553 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e R �_ u _� o o /—\ o oi e 0. e 1' 15 14 13 12 3x4= 3x8 = 355= 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): I12:0-1-8,Edgel,F13:0-1-8,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 0.74 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. 1ONI0 TOP CHORD 2-3=2664/0,34=2664/0,4-5=-3503/0,5-6=3503/0,6-7=2556/0,7-8=-2556/0,8-9=2556/0 Q, BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 O NAS.. 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, + i 6-13=853/0 r` ' '''' I d NOTES , f ,` "` N 1)Unbalanced floor live loads have been considered for this design. T 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. ' ` 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d eA Lk' 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 �, 4g 3� 9 be attached to walls at their outer ends or restrained by other means. , GIST ^ LOAD CASE(S) Standard 1ONALti, 1EP R OFF�� , SSEt /6 ,,,,•-• '7 `t` 87022PE 1-- ��G2�� Y A)F REGO 2Q Q�✓N 0 OBER 1 'r� OS a. HET' EXPIRES:06/30/2015 April 22,2014 ® t WARM7/3-Verify designpalametea End READ NODES0nTHIS At1MIMED HIIEKREFERENCE PAGE 14114413 ret f.9f2t814BEFORE 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown it for�rol nrpnnA nfinaviringl weh rner- ers o']ll!_Additional fampu ory bm,-1.,60".i= .1^'-le�+thitheeeristaactioaiFihe responsibility e the _ ;/' �r erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A7�1Yii ieR - fabrication,quality control storage,dehvery,erection and bracing,consult ANSI/r%1 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 1f Southern Pine(SPP fainter is specified,the desalt values are these effective 0E/01/2013 bey ALEC Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP F14 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 15:39:33 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-FbBs8QmZjVHh1 Rub8xudcjWsmVXEGcZ3nG7JpzzOQTO I 2-0-0 1-10-1 1 i 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 63x4= 7 • o ° e o Q N N \o e o e 1.§ 11 10 e 9 8 3x4= 3x5= 3x4= 1.5x3 I I 3x4= I 8-2-9 18-9-9 19-4-9 I 12-0-12. I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 76:0-1-8,Edael,710:0-1-8,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 1 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 0C WAS}?r. '�l WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 t. Aft." ,,c- Y oi NOTES , ' /=.. N 1)Unbalanced floor live loads have been considered for this design. ,rf , 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. , 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /{ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'd 49639 44' be attached to walls at their outer ends or restrained by other means. Q +f'� �� �ISTfiR �'' LOAD CASE(S) Standard IONAL�' G �.c'c O PR OF 0S t-.1 t-‘yGiNE�c l. fp�� 44 8. ! 2PE : <' F ) C)REGC) 2TCN "`a >,N -O �qqBER Al Q C)sA, HE1/4 EXPIRES:06/30/2015 April 22,2014 % r WARNING-Veal/design parametars and PXfIESONrag AND IMBED MITEKPI-FERMI PAGE MTI-7373 rest/29/2014BEGREIJSE „ �� 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 Mi2�C« erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Infomratfon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ff&oottes�nEasefSP}lumber is epevlfe:,the dexige value's-are these etfcttieeOfO1/lDL3 bl'At:. , Job Truss Truss Type Qty Ply58 R41832536 PL14-90UP FG1 FLOOR GIRDER 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 15.39:34 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX 1 UY-kolEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 J 4 N \ :4 5 4 3x4= 3x4 = I 2-11-12 I 2-11-12 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr 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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 01ONr0 14,, NOTES Q% v WAS49- 'klr 1)Refer to girder(s)for truss to truss connections. {) , ' 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 c / .y tt# be attached to walls at their outer ends or restrained by other means. =` IV 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. r` ( 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'd 4 + l., 49639 LOAD CASE(S) Standard ©t� I$"TRS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Ss"ONAL� CI Uniform Loads(plf) Vert:4-5=-10,1-3=100 Concentrated Loads(Ib) Vert:2=-188(F) � ,5) PRQ . !,i 5 CaitV4-.9 /0 2 4. 87022PE >" 7 ...0,,, OREGO r ,4, I' '*iii 8ER V''• ' .1 ta A. HE.- EXPIRES:06/30/2015 April 22,2014 WARNING-Vetiffdesign paramntarsand READ NOTES ONTHIS ANDISE2AI ED Milli(REFERENCE PANEMrr-7473 res 1/29/2014BUMF USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an indledual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding f - fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1711 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 11*,roa¢xttern Pare(5P1 lumber is specified.the design.vacates are these effective 136/01/2013 by.A..:: Job Truss Truss Type Qty Ply 58 R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:33 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 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 o- e e o 4 4 V N e e e lei 9 8 e e3x4= 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): 18:0-1-8,Edgel,f9:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 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 IBC2012T1-P12007 (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. 'ONIO 14, TOP CHORD 2-11=926/0,3-11=-926/0,3-4=926/0,45=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 ©% C7 WASH r WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 (3 ` NOTES1 r, Il" ' `= I 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4 4" be attached to walls at their outer ends or restrained by other means. 4'p 49639 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. A GIS SHR The design/selection of such connection device(s)is the responsibility of others. SIONALE " 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 P R Uniform Loads(plf) ,BRED � F S Vert 7-10=-8,1-6=80 �Co \AG)NE.-,, o Concentrated Loads(Ib) �C? ?ice Vert:11=169(B) Q 870 2PE 1'" (f) y �'oj, OREG N c1,` >rU O44E3 Ota, A. HS. R`yP EXPIRES:06/30/2015 April 22,2014 I , WARN/16-Vesif r design parameters and READ NOES ON THIS AND INCLUDED MTTEKREFERENCE PAGE 14II-7473 res 1/29/1014 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. lin 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'tp� ee,� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1Yi R„ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine WItun reex is speuified,the dekieen valuesti are those effective r0112033 by AMC g Symbols NumberingGeneral es 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 raMDimensions are in ft-in-sixteenths. %IL. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 0-1/16" 2. Truss bracing must be designed by an engineer.For rrs wide truss spacing,individual lateral braces themselves d WEBS4 may require bracing,or alternative Tor I _ O E p bracing should be considered. UO 3. Never exceed the design loading shown and never 11111orstack materials on inadequately braced trusses. kri,Ageoi A.1 a_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate » c6-� cs 6 designer,erection supervisor,property owner and plates 0 'i ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. r 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 Wick 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907, ESR 2362, ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that if Indicated by symbol shown and/or SYP represents values as published specified. 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. 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. * M reaction section indicates joint Mill number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 0.--_..._-.118.Use of green or treated lumber may pose unacceptable . environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Mr 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. k7 BCSI: Building Component Safety Information, i 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTeke) 7777 Greenback Lane,Sum 108 Citrus Heights,CA 95610 Telephone 916.676-1 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, 81022PE DREC3N _: 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(MTek). $ ,f• ti 1 • 11, 1141 " li l : -6 ,-cb , o„ ,4)';I ' 0l i E):PiPES 61?0/1' 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" 0.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 TC 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 BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 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. T '( T Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 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 / '-,I 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 4'1' in the plane of the truss only. M-5x6(5) M-5x6(S) 3.1 0.25" 0.25" Mo >5x4\ A1.5x co 0 Aiiiiiiillikih 10 1 'r 12 "-•S o o M-3x8 M-3x4 d.25" M-3x4 M-3x8 0 M-5x8(S) ), 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 ' PRo1 `s,J�� WARNINGS: GENERAL NOTES,unless otherwise noted. [)r�j -x^,ly. 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. w• G I E 1-- TrussTruss: : Al 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 plywood sheathing(TC)C and/or d ( ) � -` DATE: 7/11/2014 responsibilitybuilding designer. Impactbridging or eygR s rywan c. ''�"*.. the overall structure is the res onsibllit of the 3.2x brid in lateral bracingrequired where shown++ Cr 4. No load should be applied to any component anti after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -ly OREGON 4r SEQ. : 5992791 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. �]3 o A design loads be applied to any component. and are for"dry condition"of use. / (j .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 6 '14, AT fabrication,handling,shipment and installation of components. necessary. A. '(Zj`_ 7.Design assumes adequate drainage is provided. ` RFMV 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 111411111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincide with jointcenter 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) FXP1RFS'17/311 111 fi 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=(-348) 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 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"0C UON. FOR $ LL = 25 PSF Ground Snow (Pg) 8- 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. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been considered for this design. Connector, late prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I C,CN,C18,Qh18 (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 T T f f NOT EXCEED 19% AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 2-00-05 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 (AllT Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load uration factor=1.6, 6.00 V 5� M 3x8$ 41; 6.00 Truss designed for wind loads o in the plane of the truss only. M-4x6 M-4x6 4 6 $ N' 8- M-5x6(S) M-5x6(S) 0 0.25" 0.25" c4 3 v +. .+ o 8 co O �t 1 11 mm 071 mm & 1 4.v G? 12 13 14 '' 15 16 o © M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y > y ; y y y , 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7Scale: 0,1547 „c" NE s,0 WARNINGS: GENERAL NOTES,unless otherwise noted: d -3�' AH7 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. t I 1, E r Truss: AH 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /`j 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. !r! >r�� DATE: 7/11/2014 responsibilitybuilding designer. pcw 9R s ( ) = 'Cr 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. OREGON ;/4, SEQ. :. 5992792 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� A, 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 suppo is shown.Shim or wedge if V 14, Q fabrication,handling,shipment and installation of components., ecessary. [*R RAO- 6. 7.DDesign assumes adequate drainage is provided. ' C �,- 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 IIII II II IIII VIII III I I II 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) FKPI R FS'12/31/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 711&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 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. I 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"0C. 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 I 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 I 10-11=( 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 1COND. 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 = 0.209" @ 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" @ 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. T 1 '1' T T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-0'-03 4-00-05 4-00-05 2-03-036-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f T T ,r ,r T oad duration factor=1.6, 14-00 14-00 inuss thedesiplaneed offor thewintrussoads only. 5 7 12 M-4x6 0/ M-3x8 M-4x6 12 6,00 1/ .6 Q 6.00 M-5x8(5) M-5x8(S) v 0.25" I 0.25" 0 co m 0 0 o , 6 "" f i "" 67%1% --S1 4 v 12 13 14 15 16 o -1M-3x8 M-1.5x4 M-3x8 ''i 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y y y y y ), J, y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH AH6 Scale: 0.1547 � ` 3t°'� o's,,7+ WARNINGS: GENERAL NOTES,unless otherwise noted: ,Tv.� 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 ''Q t.'606 E 1-- Truss: AH 6 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. /Ir 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 as plywood sheathing(TC)and/or d all BC. :fir!« 4 r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral brig required where hown+ ( ) '°'0 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 .! SEQ. : 5992793 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, >2 N A, design loads be applied to any component. and are for"dry condition"of use. / '''',.,44,. 2. ..'- TRAN S 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 4, Q^ fabrication,handling,shipment and installation of components. necessary. 41 R RIO,7.Design assumes adequate drainage is provided. ' W 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 111E1 VIII HMO II I IIVIII III III II Ell TPIANTCA 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 PI RFS•12/31/7015/7015 11111111 PACIFIC LUMBER-BC LUMBER S'ECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&8TR 90 LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2-10- ) ( 0) BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. ( -(-931 2619 10- 3= 2918 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 LATERA SUPPORT <= 12"OC. 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 LATERA SUPPORT <= 12"OC, 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 B- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 ALL FLAT 'IP 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 KDDF ( 625) Connector'date prefix designators: 40'- 0.0" -247/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) C,CN,C18,e 18 (or no prefix) = CompuTrus, Inc M,M20HS,M1:HS,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 = 0.179" @ 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 T 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 V M 4x6 M-3x8 M -4x6 6.00 M-5x8(S) "'" M-5x8(5) 0.25" Pk. 0.25', v 3 "� ;' 1 a 1130 11 12 T 13 14 „!t\9 o •• M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 c M-5x6(S) y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 ,, , 0-10 40-00 0-10 JOB AME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 ...<‹',?"--' " `�s, WARNINGS: GENERAL NOTES,unless otherwise noted: ` 1` / ,vim 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 y( (.{� �. Truss AH 5 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. ,f� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,.�'� �/'; DES. B : BS is the responsibiNty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r�tr, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „/:fir. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 59927944. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGONIx fid. 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, 77G -i 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 ID '1k 14 "10 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. /111:11:1,10:6\''' 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 0 f' 1 VIII IHI I IIVIII IIII VII VII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc9.Digits indicate size of plate in inches. Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) PI 12/ 1/"X1.1' 111111111 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 2-14=(-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 1 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 soacing.1 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 7-10, T T T T All 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 f -03-0 f f Truss designed for wind loads 10-00 10-00 in the plane of the truss only. /- 12 M 4x6 M-3x4 5 M-5x6(S) 9 M-4x6 12 6.001/ r M-3x4 7 0.25' 3 0 �I6.00 y /\/\ o M-1.5x3 M-1.5x4 co c0 /_ 4p 1 14 1 F-'1' 'f 16 17 3 o o 7M-3x8 M-3x8 05.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) * y y y ; * 9-06-12 7-00-01 1 6-10-05 7-00-01 9-06-12 y y y y 0-10 40-00 0-10 Scale: 0.1547 .4' �i,;�(1'r(J*`, fes, JOB NAME : POLYGON PLAN 5-B NH - AH4s f. WARNINGS: GENERAL NOTES,unless otherwise noted: C{,r r�(/1 II "'Tru1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t. r 7 •6 E 1-- Truss: ss" 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. r,,f 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 bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f " P dY pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „...,f1010!..DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ iN 44: 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7 OREGON i,f SEQ. : 5992795 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 -.7 TRANS I D: 403334 C design loads be applied to any component.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' 'II' 14" 20 \-`-. necessary. C. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. c:{-�R 4 t.-1--. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide withizjoint center che. 9. Digits onside 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-1986(MiTek) FX PI R FS'12/',11/2015 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 2.13=(-1012) 2587 3-13=(-136) 307 BC: 2x4 KDDF #1&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 s 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,M1BHS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 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 1z1 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 T 12 6.00 V M-4x6 M-?x4 M-50.25" M-3x4 6s 4x6 6.00 /66(\ M-1"5x3 M-1"5x4 til, o t.;) M co O O 19 a T �?5 16 ----.444120 O M-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x8 O M-5x6(S) M-5x6(S) ), 1, ), ,1 ), ), 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 5-6 NH - BH3 Scale: 0.1481 ����` PROF- WARNINGS: GENERAL NOTES,unless otherwise noted: hI "49 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t;�. s " E r-- Truss: BH3 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.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , F4 continuous sheathing such as plywood in ere and/or drywall(BC). f,!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++ 40 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. 1G OREGON �jr SEQPx TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. 6. „! "4/5.CompuTrus has no control over and assumes no responsibility for the Design assumes fuN bearing at all supports shown.Shim or wedge if D 14, ��� fabrication,handing,shipment and installation of components. necessary. 7.Designlaesassumes adequate one draothi age is provided., �� t l�k,. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center VIII VIII IIII VIII IIII VIII III I I II IIII TPI VVTCA in BCSI,copies of which will be furnished upon request. git coincide with 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) FXP(R FS-12/31/21115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3-13=( -13) 272 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-3102) 1424 13-14=(-2120) 5340 13- 4=( -309) 975 BC: 2x6 KDDF #1&BTR 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 IC 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 BRG 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 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" 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 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00-12 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, 1" Truss designed for wind loads -05 1 in the plane of the truss only. 6-00 12 12 M-4x6 12 6.00 V 6.00 V 4.0" Q 6.00 A- 9 5 o M-5x6M6x8 M-3x8 M5x1643x4 D 0 o M-1.5x4 . N d M N O O MEM re- ' & B u f+ 2 ro 17 18 o o M-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) =M-8x8(S) y y y y y ), 1, ,1 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 - BH2Scale; 0.148, ••5<(,, O7, s,, WARNINGS: GENERAL NOTES,unless otherwise noted: - C{,r 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 C.1; 1.4.'60,00 r Truss: BH2 and Warnings before constructior commences. 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 inure 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 Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,✓ -...a DATE: 7/11/2014 the overall structure is the responkibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*.+ 1iCr '' 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 OREGON 4/ SEQ. : 5992797 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 2" is, A. design loads be applied to any component. and are for"dry condition"of use. / '`�, n4''' 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 14 necessary. n } fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +1 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 1111111111111111111111 TPIM?CA 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) F){R)RFS-12121/2015 111111111 PACIFIC LUMBER-BC LUMBER S' CIFICATIONS 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 TC: 2x4 DDF #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 DDF #1&BTR T2 2- 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 DDF #1&BTR LOADING 3- 4=( -6788) 1218 13.14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 DDF 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 IC 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 :RACING 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 T'P 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 SO.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector .late 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,C 18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M1:HS,M16 = MiTek MT series ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HA ER 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" LO't(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" + La erally 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 f f in the plane of the truss only. f3-00-122-10-15 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 1212 M-4x6 6.00 I/ 6.00 I/ '----.I 6.00 / 4.0" - 8 ... o M-5x6 M-3x10 M-36)(10 M-5x16 41110o.y-3x4 4M3X6 r u' i M-1.5x4 5 T2 6 O -4.1l 3 m� olod + + + 1` 12 Ic1 1 `� 1 a i e 16 17 1 CD o �M-3x8 M-5x12 30.25" M-3x6 0.25" M-5x12 M-1.5x4 c M18HS-7x14(S) ** M1BHS-7x14(S) Ilr841# r:384# 1, y y y y ), y y y 971p 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 1311-1, JOB AME :° POLYGON PLAN 5-B NH - BH1 40-00 Scale: 0,1481 0 10 �5� ort c no " ``��r� WARNINGS: GENERAL NOTES,unless otherwise noted: ::::::: F"{ 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss BH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 17 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B : BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �r is the responsiblity of the erector.Additional permanent bracing of gg 1, 1,110-- continuous sheathing such as plywood in ere and/or drywall(BC). ./' woo, , 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 SCIS 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. 7Q�1 OREGON (, EQL. q 5,,, A TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. ;-0 (� ‘.05.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if14, fabrication,handFrrg,shipment and installation of components, necessary. 4/. q) 7.Design assumes adequate drainage is provided. ,YI R {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 III VIII I II VIII VIII gni IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter lines. I� 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) EXP(RFS•12/2101115 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 2-15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.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 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 = 0.260" @ 16'- 6.2" Allowed = 1.954" MAX IL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" 0 01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" I 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 4-05-1205-04 6-01-042,-03-0p 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" i f ' T 1, k-03 0 f 13-04-13 5-05-04 -f 1' DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T T T Design conforms to main windforce-resisting 12 -&3X4 10 12 system and components and cladding criteria. 6.00 V M 4x65��7 M X8 M- X4 1 4x6 6.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ..,..\1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ✓ M-3x44 Truss designed for wind loads o M-3x4 in the plane of the truss only. ~ %M-4x4 M 3x6 __-, //` M 3x8 co CO co �� C. N �i .,•4463711A1= __41./ILL s,,i):. o� v 1 :.., i 5 16 17 18,9 8 + --•"�4 0 0 o M-5x8 M 3x4 M 3x8 -Sx6 20 0.2g' M 3x8 M-1.5x4 0 0 o M-3x4+ M-4x10 M-3x4+ 2.75 1.8,9 12 M-5x6(S) 12 ,k * y , -(A-11, , y y y y , 2,-05-0a 4-05-12 4-07-08 1-08-02 6-03-06 6-01-04 5-05-04 6-01-08 y yy ' 0-19 2-05-08 11-11 L2-00 23-07-08 9 10 y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale; 0,,332 ��, ` PR0pp�s�, WARNINGS: GENERAL NOTES,unless otherwise noted I R -y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ° ; 11 0 E 1.- Truss: - T r u s s: 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. , . 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++ 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 OREGON4Q ' 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 ?7 +fid A.,, design loads be applied to any component. and are for"dry condition"of use. /`/) -1 k 2 A4 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 S-+ A� 4. �y f_ necessary. 4f0i R t U'- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center IIIIII VIII II II IN II IIII IOU IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter 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 k FS-12/21/21)15 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x41KDDF #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'KODF #1&BTR SPACED 24.0" O.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 LATERA 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: 254"BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2643) 1076 20-21=( -972) 2635 18- 7=(-665) 253 ALL FLAT 'OP CHORD AREAS NOT SHEATHED 10.11=(-3077) 1172 21-11=( -970) 2638 7-19=( -55) 136 4 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 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,C18,0N18 (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 Dsft 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 1 f f ( Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-05 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 2-05-0 T T f 12 T Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 V M 4x65 M-3x4 M-?x8 M-ix4 9M-4x6 a 6.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M 3x44 M-3x4 o .4-- 4:. + 0 %M-4x4 3 .4111111111111111111&2 N o M-3x8 S4i`�_ �, o /-a o� o 1 r 13 14 15 16 18 1 20 21 ^~�2 4o 8 o M-5x8 M-3x4 M-3x8 17 0.25'' M-3x8 M-1.5x4 M-3x8 0 M-3x4+ M-5x6 M-4x10 M-5x6(S) M-3x4+ ---12.75 1.89 1' 1'12 )" 2-09-121 11' 1 y l y , 2-05-09, 4-05-12 4-07-08 1708 -02 6- 03-06 6-01-04 5-05-04 6-01-08 , , 0-1,0 2-05-08 11-11 ,2-00 23-07-08 Oy 10 y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH4C Scale: 0.1499 � PR ape, 5 #Gr s, WARNINGS: GENERAL NOTES,unless otherwise noted: 45> _ /// r -S,,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 r r7t hV 1-- Truss: AH4C 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 `a DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsiM'aty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/+,�- 4110.11.. 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. -�y OREGON SEQ. :, 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, 1717/ 4j4 Kiri ,4,� TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. /� )r 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 1 4, Q fabrication,handling,shipment and installation of components. necessary. t�j 7.Designlaesassumes adequate one dthi age isotrus,provided. R 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 11111 11111`III 11 II VIII III VIII IIII III TPI WTCA in BCSI,copies of which will be furnished upon request. git coincidenitwith joint acenter lines. VIII 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 PIR FR'12/31/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40' 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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" O.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 1B-19=(-1439) 3656 4.18=( -191) 182 LOADING 4- 5=(-3215) 1467 20.21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"OC. 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"OC. 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "pc 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" @ 0'--10.0° Allowed = 0.111" MAX LL DEFL = 0.381" @ 21'- 6.8° Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" T TT T T T T T MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-0:1(----0A"8-05 2-01-12 5-04-05 -03-0 3-10-08 T >' ' f 1' f f 1' 1' ' 1 f f MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 8-008-00 f DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.00 3x4 M-3x412 6.00 Design conforms to main windforce-resisting 12 system and components and cladding criteria. M 5x6 M 1 5x4 p 5' =M-4x4 M-4x6 5 7 9 9 1'� 11 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 ° • yk\VA-W1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ✓ 4 M-1.5x4 load duration factor=1.6, 0 ,� M 1.5x43/ tiinuss thedplaneed offor thewind trussoads only. 0 0 o M 3X8 i �_ �M-T T� o /-o o� o 1 M 3x8 20 21 i� 23 w i 6 0 o M-3x4+ M-6x10 0°25' M-3x8 M-3x8 0• M-3x4+ M-4x12 -- 2.75 1.89 - M-5x8(S) 12 12 J' J' y J' J' )' y y 2-00y 5-06-12 6-04-04 1-00-1 y 9-03-04 8-02-04 7-06-12 y y , y 0-10 2-00 11-11 y2.00 24-01 0-10 13-11 26-01 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH3 5pale: D.,4DG �� `` PROrhee`�s,, WARNINGS: GENERAL NOTES,unless otherwise noted: 'T -ly 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G 14.4', .. E {"" Truss•: AH3 and Warnings before constructior commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2.2x4 conal ession web bracinmins/be installed where shown+. 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 /Iii is the responsibility of the erector;Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,/`y4! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ x/ 711 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 SEQ. : 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, G N. ,,, design loads be applied to any component. and are for"dry full b on"of use. /" 'Q, 9_0 �-�-, 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 v 14, t1 necessary. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C F{ �,.-, 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 VIII IIII IIII TPI WTCA 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) FX PI1 F.S..1.2/31/21115 111111111 PACIFIC LUMBER-BC LUMBER S'ECIFICATIONS 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 2-15=(-1267) 3488 15- 3=( -161) 663 21-12=(0) 204 BC: 2x4:KW #1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1554 15-16=(-1096) 3045 15- 4=( -173) 353 WEBS: 2x41KDDF 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 LATERA SUPPORT <= 12"0C. 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 LATERA 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"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT IP 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 1OPSF LIVE LOAD. TOP 11-21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE -LOADS ACT NON-CONCURRENTLY. C,CN,C18,sN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M,BHS,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: He:1 to plate corner = 2.00" 40'- 0.0' -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) CORD 2: Desifn checked for net -5 r. . i at 24 "oc s.acin. 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. f 1 f T Design conforms to main windforce-resisting 2-01-13 3-01-07/2-08-05 �,3-01-042-01-1/ 1. 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 T system and components and cladding criteria. 2 OB-08 2 08 05 z 01 1 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-4x6 load duration factor=1.6 6.001/ 5 M-3x4 M-15x4 6 0, 5" =M-0x4 1 Truss designed for wind loads 3% \ /\/ i in the plane of the truss only. M 3x a M-1.5x4 cr o M-1.5x4 .+ 2 co M-3x8 �= - N 0 _ cD= off o 1 "�'SM 5x10 16 17'1 a5 ... ti; 4 0 - o M-3x4+ M-3x8 18 is 2,0 21 "1 M 3x4+ M 6x10 0.25' M-3x8 M-3x8 O 1. 89 o M-4x12 M-5x8(S) -. 1 2.75 12 ,, y 12 I, > y ,, y , ,,2.00y 5-06-12 6-04-04 1-, 0.12, 9-03-04 8-02-04 7-06-12 , , 0-1Q 2-00 11-11 ,,2-00 24-01 Oy 10 i, 13-11 26-01 y y 0-10 40-00 0-10 JOB AME : POLYGON PLAN 5-B NH - AH26oale: 0.1550 `,<(- re 5 °,,4? 6's, WARNINGS: GENERAL NOTES,unless otherwise noted: . 57 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 - .(�O S E .1.- Trus 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 at40111,, DES. B : BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibiBty of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all BC. ,,,,e'�! I DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where shown+� ( ) i 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. 7OREGON t./../ 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, I. N'sX�'s A design loads be applied to any component. and are for"dry condition"of use. ,6 -0,, (2,0 . T RAN I D: 40333 1 5.CompuTrus has es control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, P fabrication,handing,shipment and installation of components. 7, necessary. 4 4� ? 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 HIM HI VIII VIII II VIII III IIII TPI WTCA in SCSI,copies of which will be furnished upon request. git coincide withizjoint ate inr 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) EXP1 RFS•12/2101115 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 #1&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. IC 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 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC 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 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11-12=( -6230) 2234 B-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 SO.IN. (SPECIES) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM 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) J2 ) complete trusses required. oin together 2 ply with 16d Common nails staggered at r --( 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing,l 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 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,BCDL=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# ,12 ,1320# 12 6.001/ M-4x10M-x8 M 5x6 6.00 4 M 5x8 =M 6x4 M-4x4 01?5" M-3x10 y 0 „•••••"%M 4x43 � - + * 1M 1.5x4 c; o o M-3x10 i �* � Adgiii\ V) /-o o 1 i 14 15 16 1 T7 �e S9 20 13 o 0 o M-6x8 M-4x10 =M-4x4 =M'-10x10 0.251' M-4x10 M-3x8 0 M-3x4+ a 2.75 M-3x4+ M18HS-7x14 M-3x4+ 12 M-3x4+ =M Sx8(S) 2.75 0 y /2-11-041, y 12 y y y y y -05-0E 4-06-12 4-05 2-0 9-02-04 9-00-08 5-04-12y y yy y 0,-1p 2-05-08 11-11 2-00 23-07-08 q-ip 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 Scale: 0.1548 � Fes '`��` rR° C 9 WARNINGS: GENERAL NOTES,unless otherwise noted: [/+•I� ,9 T „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 C e G i 0 .E S'- Truss: AH 1Warnings commences. building component.Applicability of design parameters and proper 3.2x4 compression temporarybwe aing mut be installed where shown+. incorporation of component is the responsibility of the building designer. ,/ 2.Additional nal responsibility of the nto insure} stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .+ P 9 DES. BY: BS bracing2'o.c.and at 10'o.c.respectively unless braced throughout their length by Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). „,,,,,11110,,, `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++ 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. -�G -,,,,i,{OREGON t„ j,�, SEQ. : 5992803 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, RK design loads be applied to any component. and are for"dry condition"of use. / 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 Q 1 4, ts,.t fabrication,handling,shipment and installation of components. necessary. d. (?jf'. 7.Design assumes adequate drainage is provided. "+7R 4�,-14«. . 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 114111111111111111111111 TPIM?CA in BCSI,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/:(1/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" ICOND. 2: Design checked for net(-5 psf) 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" 0.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 )late 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,C118 (or no prefix) = CompuTrus, Inc M,M20HS,M1 HS,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 in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 1/ -------.I 6.00 HM-4x4 / 3 co 0 N co 2 4 co o/_ --/o 0 0 1 ////////////////////////////////////////////////////////////////////////// 5 o M-3x4 M-3x4 , y I y 0-10 9-06 0-10 pRope JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 ,‹<Y.N. `�''(2 WARNINGS: GENERAL NOTES,unless otherwise noted: ,r -5. 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 C, ±r1 11. E 1-- Truss: - T r u s s: 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. 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 res onsi of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 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++ of IZ- 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -q OREGON 4,1SEQ. : 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, 1: 4, design loads be applied to any component. and are for"dry condition"of use. / Alk. r1O 4R*P-�., f 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 G> 4, ej necessary. L: v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R RIO, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII IIIN IIII VIII VIII VIII VIII IIII IIII TPI WTCA 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,InCJCompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXP(RFS'12/21/21116 ill 111111 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" O.C. 2- 3=(-1392) 328 7- B=( -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=(-2B7) 206 TC LATERAL SUPPORT <= 12"OC. UON. 1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" I BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 988 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,CI8,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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ D'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" I 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 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 T T 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), 6.001/ M-4x6 �I6.00 load duration factor=1.6, 4 , Truss designed for wind loads 4.0in the plane of the truss only. A- V- t M 1.5x4 M-1,5x4 • L.0 + +* O in co M O O -- IN _'�1 0 7 �( 8 **6 O M-3x4 0.25' M-3x4 M-3x4 c, MI-5x6(S) ) ), t ), 7-00-03 6-05-11 7-00-03 ), > y 0-10 20-06 JOB NAME : POLYGON PLAN 5-6 NH - D2Bcale: 0.2933 ,ct( N Qs WARNINGS: GENERAL NOTES,unless otherwise noted:`\ ill. 'Y '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 !,-01,61 { Truss: D2 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 Wore stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2' and at 10'o.c.respectively unless braced throughout their length bydii.0.0011r is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d all BC. ,�+�a! n9(r s rYw ( ) /' DATE' 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ le 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. -7OREGON 1,4+ SEQ. : 5992805 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.-, � Ix A. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. „"* '), 2P 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if )4, 1} 4. necessary. /if R R 11- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 IIIIII I II VIII II II VIII III VIII III IIIITPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) RPI RFS'12/21/2015 111111111 PACIFIC LUMBER-BC LUMBER SPBDIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 IWDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1.5=(-127) 422 3.5=(0) 214 2x6 ImDF #1&BTR Ti 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 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERALISUPPORT <= 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5'WI uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF 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" @ 11'- 0.0" Allowed = 0.111" Connector )late prefix designators: MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572" g MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" C,CN,C18,C918 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard M,M20HS,M1OHS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003' @ 20'- 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, (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. A- 6.00 \6.00 M-4x6- i 3 cpin M-3x4+ M c7 �-,,,,,,,,-,,,,,,,,,,,,,-.---..,--..,77,,,,,,,----------, Imo' A-- O 5 s4 O 0 M-3x6 M-1.5x4 M-3x4 y M-3x6(S) 11-05-08 y y y 15-09 4-09 ,1 ) .1 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 cre �' .-/ ° `'�, 0 WARNINGS: GENERAL NOTES,unless otherwise noted: CQ j�I� '-fp 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 .7L•11 E y:" 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 �'� �/' 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 as plywood sheathing(TC)C and/or d all BC. !! 4� DATE: 7/11/2014 responsibilitybuilding designer. ptyin 9(r s mN t ) 4011000. , /_. the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing required where shown++ rl ir r'f e G 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -q OREGON j(/ SEQ. : 5992806 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. ,� 'Q.k r Q ..IC„ 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, P 7.DD fabrication,handling,shipment and installation of components. ecessary. �lR R 4 L� esign assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII I VIII VIII VIII II I I II IIIITPIM?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)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES'12!31/2(115 81111H1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(-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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 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 C,CN,C1B,C18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing. 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" 12 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00/ M 4X4 X6.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. /- 3'(,,'( Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Trus ddesigne fforowind6, Truss designed for wind loads in the plane of the truss only. C`, 0 C') 0 CO CO Cr Aill, 1 :IA I cl 0 4M3x44 ** : M-3x4 ), y y 5-10 5-10 ), 1- y 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2 Scale: 0.4999re 0 p,Ro ss , ,0 WARNINGS: GENERAL NOTES,unless otherwise noted: �{[////f '7 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 ,c ' r O' •$ E Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper GG t 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 r^ 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). /Ilw;r ea DATE: 7/11/2014 the overall structure is the respondibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'Cr 4. No load should be applied to any Component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7, ''7 OREGON yi SEQ. : 599280 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, `+J design loads be applied to any corjrponent. and are for"dry condition"of use. j ••� j ..L., 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 1 4, �L A y fabrication,handling,shipment and installation of components. necessary. 4 . ( T_. 7.Design assumes adequate drainage is provided. R A 4 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 11111111111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES-.12/31/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2: Design checked for net(-5 psf) 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. Connector late prefix designators: DL ON BOTTOM CHORD = 10.0 PSF PSF P TOTAL LOAD = 42.0Wind: 140 mph,C,CN,C18,016 (or no prefix)) = CompuTrus, Inc p h=20.6ft, 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.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T 1' 12 12 6.00 IiM-4x4 \16.00 /— 3 . I I r) O ce) 0 C7 F) 2 4 c,, ...AiglIllIllIllIllIllihhih.„ O ---/O O O 0� 1 I///////////////////////////////////////////////////////////////////////////////////////////I 5 p M-3x4 M-3x4 y y / / 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El PR Ors Scale: 0.5949 �,�� y,(("gef' sj, 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 individualCt{tr s t ;• E r^'- Truss: El 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 responsiM'81y of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathingRC)and/or d Mall BC. 0! DATE: 7/11/2014the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ws 1: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.SEQ. : 5992808 -jy ( R E(a`O(� 41 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 403334 ,4 'it ,ib' 4! and are for"dry condition"of use. /� design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if vi^' 14, c��,t1om�. 5.CompuTrus has no control over and assumes no responsibility for the necessary. L V` fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4i„R R I4A.. 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 1111111 IHI 111 111110 III IIII IIII IIII TPIM?CA 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) FXPtRFS.12/21/2015 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. IC UNIFLL( 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 SG.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITEDISTORAGE 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 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 osf) 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,C16,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 6.001/ 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, 111111 -7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M 0 Tr 0 co 1 c, l� -lvI o� o ►� ** 4 M-5x16 M-3x10 ), y y 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD Scale: 0.5462 �5 ` O PROpe,,,, WARNINGS: GENERAL NOTES,unless otherwise noted: 4451 .f, 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual :4', O$ E .1- Truss: " Truss: Fl -GIRD 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 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 asplywood sheathing(TC)C and/or d ail BC. ,�! 9R ) M+' ( ) � DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ >E IQ C rf 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. : 5992809 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 � design loads be applied to any component. and are for"dry condition"of use. /^^ 'Q rZ(} 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 v 14, . necessary. 'V� fabrication,handling,shipment and Installation of components. 7,nDesignss assumes adequate drainage is provided. 41RR1L 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 IIIIII II II VIII VIII IIII VIII VIII II I IIII TPI/N/TCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter 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) FXPI RFS-12/R1/21)1 5 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 BRG 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) Single mel�ber as shown. 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) 9 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. fCOND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacing.1 *" For ha er specs. - See approvedplans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP n9 P pP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector olate prefix designators: MAX TO PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,0i118 (or no prefix) = CompuTrus, Inc MAX TO PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M20HS,M1'BHS,M16 = MiTek MT series 5-08-04 0-03-12 3MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ NOT EXCEED 19% AT TIME OF MANUFACTURE. M-1.5x43 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, g (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. M O V O C.) 1 co 1111111111111111111111111111111111 o� 0 4 M-5x16 M-3x10 *" 1, y y 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD , sale: 0.5462 �,<` ( s, WARNINGS: GENERAL NOTES,unless otherwise noted: tJ�� .y, 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Cr 1.+.°r " E \-- 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 .r�r • is the responsibility of the erector.Additional permanent bracing of 1 WP continuousactsheathingng r such las cingoe sheathing(TC)dwere and/or drywall(BC). �,/"� et 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'' 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. -1y OREGON -c! fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y Qy \G TRANSTRAd A design loads be applied to any component. and are for"dry condition"of use. / l'.), (� ,.�,,, ' 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 D14, Q 16 fabrication,handling,shipment and installation of components. necessary. L•� 7.Design assumes adequate drainage is provided. c;PRO-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 III II VIII VIII III I VIII VIII I III II I IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideiiwithicjointanr 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'12/31/2111 11111 III PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&8TR 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 r_ 12"OC. ION. 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: I TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = 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 fable end detail for 4-04-08 4-04-07 complete specifications. T T T 12 12 6.00 I/ ''\I 6.00 IIM-4x4 3 I I 0 CO 0 cm 24 m 0,/— —/Cr /— 0 1 //////////////////////////////////////////////////////////////////// 0 M-3x4 M-3x4 y y y 0-10 8-08-15 PRop JOB NAME : POLYGON PLAN 5-6 NH - G1 Scute: 0.6079 �5��° N WARNINGS: GENERAL NOTES,unless otherwise noted:h 1. Builder and erection contractor sould be advised of all General Notes 1.This design is based ony upon the parameters shown and is for an individual C,'f a Truss: G 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 I 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rarer► DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all BC. MMs; 420PI Pyw 91r s MC' ( ) DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ t/F (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. 7 OREGON 1(� SEQ. : 5992811 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- y`lri design loads be applied to any component. and are for"dry condition"of use. ! 'Oi k %,O -�.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if 4 n Q necessary. [�R A 11. fabrication,handling,shipment and installation of components. 7. necessary. ssassumes adequate drainage is provided. C \- 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/TCA in BCSI,copies of which will be furnished upon request. git coincideiitwithizjoint 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) FX pi Ft FS'12/2112015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ODE #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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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,C16,0N18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=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 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ilf system and components and cladding criteria. A 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. cu M-3x4 M 0 o� 1 2.>`\ 4- - y y y 1-02-04 'PROVIDE FULL BEARING:Jts:2,4.3I 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 g�� lt�lo ,f WARNINGS: GENERAL NOTES,unless otherwise noted: lIy -71.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'r r L`ti E c-- T r u s s: 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. �/.,/"` 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 by49101W ' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all C. /M!_� DATE: 7/11/2014 responsibilitybuilding designer. ccw her sm (s ) /_ 1r the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing required where shown++ e/ 0 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -q_ OREGON 14, SEQ. : 599281 2 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` AN design loads be applied to any component. and are for"dry condition"of use. .,r'/� f 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 4, necessary. (it" 3 L y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. .-- R i VA" 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 1111111111111111 TPI WiCA in SCSI,copies of which will be furnished upon request. git coincide withizjoint ate nr lines. 9. Digits indicate size of plate in inches. MiTek USA,IOC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FxPI RF.12/31/2015 IIII11111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 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"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 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 4.00 V 3 Lo 0 0 N 2 .......digil Lo 03 _ O� 1 /�/A1r//////////////////////////////////% 4 M-3x4 y ), y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH G2 3dale: 0.,,28 � `� , ss, WARNINGS: GENERAL NOTES, unless otherwise noted: C:3 ill '/ R7' 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 " llr� ''""i� Truss: G2 and Warnings before constructior 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). '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++ 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. 7y OREGON i SEQ. : 5992813fasteners am complete and at no lime should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, ‘;., / r +\br ,f,` TRANS I D: 403334 design loads be applied to any component. and ere for"dry conddion"of use. / 9�.• (y. „5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if } �}.,,, fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate one dth faceage iso truss,a. �R R{t.. ' 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 11111111111111111111131111101111 IIIVIIIVIIIIIIVIII IIIIIIIIIIIIIIII 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) FX PI RFS'12/21/21115 !HUM IIII 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 M1&BTR SPACED 24.0" O.C. 2-3=(-10) 4 WEBS: 2x4 KDDF STAND 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" -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 osf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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-1.5X4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. gir LO co 0 N N- O/- CI' .11111111111111111111111111111111111111111111111111111111111111111111O O� 1IMO 11. 14 M-3x4 M-1.5x4 y y ), 6-07-12 0-05-12 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 � ��0GINE'P4,,, 1 WARNINGS: GENERAL NOTES,unless otherwise noted: G' /) /;:34b-S'' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (t.� •0h;1 E N--- 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.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r continuous sheathing such as plywood in ere and/or drywall(BC). -,,0 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++ -sal 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. OREGON EGON S EQ 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, �� �, \{ `�/ and are for'd condition"of use. design loads be applied to any component. 'ry / fQ (} r�,y T BANS 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 14, `1 V� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. C� 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 `s 41--� IIIIII VIII 1III IIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide wit joint center lines. I�f( 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI R F5'..12/21/70119 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for net(-5 psf) 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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C, ,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = 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. Reor equal typical at stud verticals. Refer fer to CompuTrus gable end detail for complete specifications. 12 2 —/ 4.00t---- LO 0 O Cd 1 I c O V O O/- //l ///////////////////////////////////// 3 M-3x4 ), .)- 5-01-08 JOB NAME : POLYGON PLAN 5-B NH - G5Scale: 0.8258 � ` (rvrtes, WARNINGS: GENERAL NOTES,unless otherwise noted: ,T -� �± 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .C:'' :.r92;i. E r' Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper 3.2x4co Additional temporary bracing to i must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing mu 2. Design assumes the top and bottom chords to be laterally braced at p ry ginsure stability during construction .; 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .0 '" DES. BY: BSis the responsibility of the erector)Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,d'Iwo, DATE: 7/11/2014 the overall structure is the responkibitity of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ +yF 4. No load should be applied to any bomponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -c� OREGON SEQ. : 5992815 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �-. 4,s ,, As. design loads be applied to any component. and are for"dry condition"of use. 1 '1)'a14, 2- r�('�.. v TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Decessa assumes full bearing at all supports shown.Shim or wedge if cJ 14, fabrication,handling,shipment and installation of components. ry. �,. P P 7.Design assumes adequate drainage is provided. RRI 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 111411111111111111111 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)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) FX PI RFS-12/21/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4IKDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-8=(0) 0 BC: 254'KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(-189) 85 BC LATERAL SUPPORT <= 12"OC. 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,C18,01118 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 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) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing./ 7-09-12 12-01-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX T T 7' MAX TLCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2" 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 6.001/ 9 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 4 Truss designed for wind loads o in the plane of the truss only. M-3x6(S) %i 0 8* 3 M O of 1ig 8„ o M-3x4 0-10 6-00 13-10-15 (PROVIDE FULL BEARING;Jts:2 8.3 4.5 6.71 JOB NAME : POLYGON PLAN 5-6 NH - J 10io PRv Sale: 0.2814 <<- ° 6:2 WARNINGS: GENERAL NOTES,unless otherwise noted: [(///I9 ' 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 lr w 7G... � E rTruss,: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer.3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibABy of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l,/:�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++ # 4SEQ. : 5992816 . 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 � TRANS I D: 403334 ( fasteners are complete and at no time should any loads greater than 5.Design assumes trusses to be used in a non-corrosive environment, '4 PM design loads be applied to any component. and are for"dry condition"of use. /,n +� 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 '1 4, 24 te, fabrication,handling,shipment and installation of components. necessary. ll S 7. r Design assumes adequate drainage is provided. � A 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 VIII(Him 11111011011111111 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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPIRFS'12/11/2f)15 IIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-327) 162 3-4=(-220) 97 TC LATERAL SUPPORT <= 12"0C. UON. i LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -69) 32 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,CI8,CN18 (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) 'COND. 2: Design checked for net(-5 int) 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" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TO PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 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. Design conforms to main windforce-resisting 12 b system and components and cladding criteria. 6.00 I/ Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1 .6 Truss designed for wind 4 loads o in the plane of te truss only. o M-3x6(S) � h CD 0 o)1 7.'''"-. 11111 -/ CD M-3x4 y ), y y 0-10 6-00 11-11-11 (PROVIDE FULL BEARING;Jts 2.7.3.4.5.61 e. JOB NAME : POLYGON PLAN 5-B NH - J9 Scale: 0.3077 lwO RRQ 6:3, WARNINGS: GENERAL NOTES, unless otherwise noted: /I) 1;:yr� 1. Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is for an individual .r4;Il E r" Truss: J9 and Warnings before constructior 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. .sr 3.Additional temporary bracing to irsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1' 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 tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,, '''!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++ y,� it 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -jy dR EGON 4c! SEQ. : 5992817 fasteners are complete and at no time shouk1 any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,f.. \ "4""" design loads be applied to any component, and are for"dry condition"of use. / .1 20. -�-. 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, r5 necessary. » V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R A 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 III VIII VIII II II VIII VIII VIII IIII III) TPINVTCA in BCSI,copies of which will be furnished upon request. git coincide withzjointcenter 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-12/31/21115 111111111 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 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 1200C. UON. LL( 25.0)+OL( 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 elate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,C1118 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625) M,M2OHS,M1UHS,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) 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 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" ht MAX HORIZ. LL DEFL = -0.004' @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004' @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES lil NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00(/ system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads <r in the plane of the truss only. 0 m 3 M OJT 1 7 APAIIMMINIIIIIIII =• M-3x4 0-10 6-00 9-11-11 (PROVIDE FULL BEARING;Jts:2.7,3,4.5.6' JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 �cA,� PRQ 6'4,9 WARNINGS: GENERAL NOTES, unless otherwise noted' .�y 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual tri .4.0 E Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .^ DES. B'V' BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (MVP is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. �!-' #"�""-- DATE: 7/11/2014 responsibilitybuilding designer. Impactbridging Ply`N9(r s ryw O !.� I the overall structure is the res nsibili of the 3.2x brid in or lateral bracingrequired where shown++ 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. -� OE�.y�1�1 (,�+ SE Q. : 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, y design loads be applied to any component. and are for"dry full bearingion"of use. / '� r Q .,,f(.., TRANS' I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full at all supports shown.Shim or wedge if Q 14, P fabrication,handing,shipment and installation of components. necessary.. L:R RIO' �? 7.Design assumes adequate drainage is provided. C. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - 111111111111111111 TPIM?CA in SCSI,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) EXPIRES.12/Monis 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #186TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2.3=(-246) 122 3.4=(-148) 61 TC LATERAL SUPPORT <= 12"0C. UON. 1 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 SQ.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 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 KDOF ( 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,) 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 = 0.031" @ 3'- 7.4" Allowed = 0.397° 5 _ 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 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.00 D 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=l.6 Truss designed for wind loads v in the plane of the truss only. 0 3 r-- 0 It co 0 0 M-3x4 y y y y 0-10 6-00 7-11-11 (PROVIDE FULL BEARING:Jts:2.6,3,4,51 JOB NAME : POLYGON PLAN 5-6 NH - J 7Scale: 0.3795 �� `� , °Fss, WARNINGS: GENERAL NOTES,unless otherwise noted. 4{� ;J- 4y� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon upon the parameters shown and is for an individual ♦ 0 Truss: J7 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 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. !!. I�' DATE: 7/11/2014 responsibilitybudding designer. pri' 9(r s t ) /' tr'., the overall structure is the res onutibilit 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. 7OREGON yj/ 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, TRANS I D: 403334 4, 0N t„ Cti R design loads be applied to any component. and are for"dry condition"of use. / 1Q}r �4 .,'�,., 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, t�, fabrication,handling,shipment and installation of components. necessary. � R 1 L� i� 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII III I VIII VIII I III II I I'll TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide withizjoint 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-1986(MiTek) FXPI RFS.12/:11/2111S II MUM PACIFIC LUMBER-BC LUMBER SRECIFICATIONS 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 #15BTR SPACED 24.0" O.C. 2-3=(-208) 105 3-4=(-102) 46 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=( -38) 18 BC LATERAD 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 SQ.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,C18,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 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 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" /') MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 NOTIEN ASSUMES ATITIMEE CONTENT DOES 6.00 V ��VV11/ 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, 3 v Truss designed for wind loads o in the plane of the truss only. 10( `o M O/- VI- 0 - et0/.- 1 MESA 61.--- -/ 0 M-3x4 y y y )- 0-10 6-00 5-11-11 'PROVIDE FULL BEARING.its:2,6.3,4.51 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 \`atP‘...044;451,./(21., °`a WARNINGS: GENERAL NOTES,unless otherwise noted: -7 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 tam If.., 11I E 5' Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'r 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 Allow. • continuous sheathing such as plywood in ere and/or drywall(BC). ,,,_ .o.m! - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •10I t,� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -yy OREGON rc/ SEQ. : 5992820 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, -i \� design loads be applied to any component. and are for"dry condition"of use. ,I +� (� _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 cr 1 4, IjT fabrication,handing,shipment and installation of components. necessary. f��«. 7.Design assumes adequate drainage is provided. "c;)' �,��. 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'III III I VIII III I III'III'III TPI/WTCA in SSI,copies of which will be famished 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) FX IyI R F 12/21/2015 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 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" -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) 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 osf) uplift at 24 "cc 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 -/r MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 ri' 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, ii vTruss designed for wind loads o in the plane of the truss only. c, o/- v ,s- 15„ - 0 M-3x4 y 1, .1 t 0-10 6-00 3-11-11 :PROVIDE FULL BEARING:Jts:2,5,3.4: �R� JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: 0.4887 )GINE''glc� s, WARNINGS: GENERAL NOTES,unless otherwise noted: t{-, _ f i I Y( -57 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 . " Gh Vh tl�"j, { Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. f /' 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at a' DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r�r is the responsibility of the erector.Additional permanent bracing of4e """'" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). M", • DATE: 7/11/2014 fthe asteners e complete structureis the he responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ 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. -fy OREGON br Jo SEQ. : 5992821 p time should any loads greater than 5. Design assumes trusses are lobe used in a non-corrosive environment, y( . , \ design loads be applied to any component. and are for"dry condkion"of use. / k '40 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 14, �} necessary. 41' R R 4) C)fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '' V. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center VIII VIII 11111 VIII VIII 1111111111(III TPINVECA in BCSI,copies of which will be furnished upon request. git coincide withzjointcenter 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) FXP1 RFS'1 2I 1/21115 INS , 01111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 NODE Ni&BTR SPACED 24.0" O.C. 2-3=(-126) 92 3-4=( -64) 25 TC LATERAL'SUPPORT <= 12"OC. UON. LOADING BC LATERAL',SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS:' 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,C1B,Ch18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M11HS,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 osfl 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 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 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), Ti- c, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M t?'"--- o/- 1 5►� 0 M-3x4 k y y 0-10 6-00 (PROVIDE FULL BEARING;Jts:2,5,3.4I 1-11-11 R JOB NAME : POLYGON PLAN 5-B NH - J4 Spate: Q.5653 ��.- GI's'rCS,-, Ns.- WARNINGS: GENERAL NOTES,unless otherwise noted: LLr� » J -3g1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual . e(� c- T r u s s : 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. 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 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++ 411 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. A OREGON d S EQ 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, �1.� ',"1 NA,Q _SAs design loads be applied to any component. and are for"dry condition"of use. M.) -i-- 1 t T RAN$ 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 , 2O fabrication,handling,shipment and installation of components. ry p P 7.Design assumes adequate drainage is provided, rlIIN- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPI N/TCA in BCSI,copies of which will be furnished upon request. git coincide with joint center liche. 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) FX P112"FS-12/31/7015 Mill PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2= ( ) BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2.3=(-96) 68 2-4= 0 0 TC LATERAL SUPPORT <= 12"0C. UON. , LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) Connector plate prefix designators: 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,C18 (orrno A p LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50" 0.26 KDDF prefix) = orm uTrus 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 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" 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 TO PANEL TL 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 / DESIGN ASSUMES MOISTURE CONTENT DOES 3 - NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting Isystem 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. .:1- C3 c%) co o/- v - - C. I 2 4X -/ M-3x4 y y I /- 0-10 'PROVIDE FULL BEARING:Jts:$,4.3I 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 � , 77}������ '6' WARNINGS: GENERAL NOTES,unless otherwise noted: 4 s 1;' /ry '.. 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 ',�( �(}�(,-(' {- Truss: J 3 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 m9ure 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 ,�+ re continuous sheathing such as plywood sheathing(TC)and/or drywali(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++ 'rr ,� 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. : 5992823 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, �' iJ design loads be applied to any component. and are for"dry condition"of use. 'a '� 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 r' 14, � ht��, fabrication,handling,shipment and installation of components. necessary. p� tl,q" 7.Design assumes adequate drainage is Provided. '+7�"!7z A,�-.`. V 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center r�'li 1111111 VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center 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-1986(MiTek) XPI RFS" 2I1I°I til 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ICON #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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50° 0.09 KDOF ( 625) C,CN,C18,O1418 (or no prefix) = CompuTrus, Inc M,M2OHS,M11HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 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 6.001/ 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 19Y AT TIME OF MANUFACTURE. 3 -7' 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), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 N M O/F 0 11 oA- 1 2 11111-114 4 M-3x4 J, ), y 0-10 (PROVIDE FULL BEARING:Jts:2.3,41 6-00 JOB NAME : POLYGON PLAN 5-6 NH - J23pale: 0.6394 Co41 4 v 6'61 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 ' e / CC' E r Truss: J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .+"y DES. BY BS2' 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. ;�Ini►, r DATE: 7/11/2014 responsibilitybuilding designer. Impact q g(r s mA ( ) "_ 2' the overall structure is the res onsibili of the 3.2x or lateral bracingrequired where shown++ 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. -3y OREGON S EQ. :' 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, G, 'i " design loads be applied to any component. and are for"dry condition"of use. / }• ,�4" r[j ..�,,, '. 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. necessary. 1� Qj 7.Design assumes adequate drainage is provided -' R 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 111111111111111111111 TPI WTCA in SCSI,copies of which will be furnished upon request. git coincide with joint ate inr 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'12/31/2015 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 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for nett-5 osfl 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" T 1' MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097' MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5° Allowed = 0.145" MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6' Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 1/ 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), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v0o/vo o� 1'Me03 ►4 M-3x4 y J, y 0-10 'PROVIDE FULL BEARING:Jts:2.3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH J 1Scale: 0.7144 �ico G/ P , WARNINGS: GENERAL NOTES,unless otherwise noted: L(,r i/;I ';-y7 1. Builder and erection contractor s/ould be advised of all General Notes 1.This design is based onV upon the parameters shown and is for an individual " r:(7Lh hUE 1.-- Truss: Truss: J 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 bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility bilit 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-w/o.- 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 Cr 4, No load should be applied to any,, G component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -jy OREGON SEQ. : 59928 25 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, Z40j� j fs, +4w 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. / '4,1+ I�» 6.Design assumes full bearing at all supports shown.Shim or wedge if 14. necessary. .41, v. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +l R 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 11111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincidenitwith jointanr lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ---- PXPI RFS•12/11/2015 11111111 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[UDE #1&BTR SPACED 24.0" 0.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 IC 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 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 SQ,IN, (SPECIES) Connector plate prefix designators: D'- 0.0" -29/ 351V -53/ 231H 5.50° 0.56 KDDF ( 625) C,CN,C18,0N18 (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" @ 0'--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' T MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3" MAX HORIZ. TL DEFL lull: " @5'- 2.3"DESIGN SMOISTURE CONTENT DOES NOT EXCDAT TIME OF MANUFACTURE. 12 Design conforms to mnforce-resisting system and componentaadding criteria. 6.00 VWind: 140 mph, h=22.7ft, TL ,BCDL=6.0, ASCE 7-10, N (All Heights), Enclod .2, Exp.B, MWFRS(Dir), load duration factor .o Truss designed for wdsv oin the planeof the nly. 0 n co p M-4x6 Ofilmummu �L o M-3x4 �� - c, v ���n c M3x4 O (V O N M-3x4 M-1.5x4 N 2-03-12 2-10-08 0-09-12 /' y y y 0-10, 2-05-08 , 11-06-03 y 6-00 7-11-11 [PROVIDE FULL BEARING:Jts:2,9,4,5,6I JOB AME : POLYGON PLAN 5-B NH - J7C 6pale: Q.3D25 <c OPRO� s� WARNINGS: GENERAL NOTES,unless otherwise noted: �lCJ t /J+y`(� r 1-S9 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,1 » G 6. E t'' Trus. : 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. . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. :Y: 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). "NSW DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • L1" 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. -9 OREGON f SEQ. 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 environment, L,. 4, \t), h, design loads be applied to any component. and are for"dry condition"of use. 6. '9 i'' +?.0 c IRAN' I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if 14. necessary. fC, 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 IIIIII IIII III III I VIII VIII VIII IIII III) TPIM?CA in BCSI,copies of which will be furnished upon request. git coincidenitwith joint 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) FXBIRFS•12/',I1/21115 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- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED24.0" O.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 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-155) 77 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 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 MIN. (SPECIES) Connector pa (or no prefix) = CompuTrus, Inc 0'- 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) M,M20HS,M16HS,M16or = 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 osf1 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" 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. 6.001/ (') Design conforms to main windforce-resisting system and components and cladding criteria. co Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads co i( 141 in the plane of the truss only. M-4x6 x4 �01;____AM-3 0 8-� o m. 9 .. --V s o M� M 3x4 M 1..x4 o N 8 O O M-3x4 1 1 1 1 2-03-12 2-10-08 0-09-12 , 1 1 1 0-10, 2-05-08 1 9- 06-03 1 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2.9.4,5I JOB NAME : POLYGON PLAN 5-B NH J6CSale: 0.3429 ��<(:' n P6s161 , WARNINGS: GENERAL NOTES,unless otherwise noted: ///J T4� 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. a'G,41�`, E .1-- 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. 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 in ere and/or drywall(BC). f,�Iq •• 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. : 5992827 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, �4. 4 ks design loads be applied to any component. and are for"dry condition"of use. "/ .t1 A. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppose shown.Shim or wedge if Ct 1 4, t�f fabrication,handling,shipment and installation of components. necesary. 41R10:°1". ( S"' 7.Designlaesassumes adequate one draothi ae is 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 �1�'"'� 1111111111111111111111TPINVTCA in BCSI,copies of which will be furnished upon request. git coincide with jointaint 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" 19/21/2015 111 11 1111 PACIFIC LUMBER-BC LUMBER SP:CIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=( -69) 178 7.6=( 0) 18 BC: 2x4 'DDF k1&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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 10.0" 0.0" ( ) 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,C18,018 (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,M1RHS,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 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 0 Design conforms to main windforce-resisting 6.00 L- 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, o Truss designed for wind loads in the plane of the truss only. .4 0 0 c in .4- M-4x6 M-4x6 41� � g8 o -/ V B U., M-1.5x4 -���_� M-3x4 M-3x4 M-3x4 1 1 1 2-03-12 2-10-08 0-09-12 1 1 1 y 0-101 2-05-08 7-,06-03 6-00 3.11-11 PROVIDE FULL BEARING'Jts:2 8 4 5 JOB NAME : POLYGON PLAN 5-B NH - J5C Sale: 0.3783 �(`�03 PROrets, WARNINGS: GENERAL NOTES,unless otherwise noted: `� GINE. - - 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� w t,2;/ E c.- Truss: .- T ru s a J 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. .s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at e' DES. B,Y: BS is the res onsibiet of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y460110P , D 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 Cr C//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. -yy OREGON ' SEQ. :' 5992828 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, L. i �D . T design loads be applied to any component. and are for"dry condition"of use. / 'Q}' '1° �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 49 1 4. necessary. PRIG v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +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 10111111111111111111 TPI WTCA in BCSI,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'12/21/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -84) 228 7-6=( 0) 18 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2-3=(-297) 65 6-8=(-138) 358 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-153) 82 3-8=(-372) 143 LOADING 4-5=(-100) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 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) Connectorplate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 328V -24/ 151H 5.50' 0.53 KDDF ( 625) p g 5'- 2.3" 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfj 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 = -0.010" @ 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 T 1' MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" MAX HORIZ. IL DEFL = 0.011" @ 5'- 2.3" /- 12 -/ 6.001/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o( All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads M 4X6 c," in the plane of the truss only. M-3x4 �� CO, � Al �� co A_ 7 o� 2� o m M 3x" M 1.5x4 --o M-3x4 ! 2-03-12 2-10-08 0-09-12 0-10,, 2-05-08 5-06-03 1, y 6-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,8,4j JOB NAME : POLYGON PLAN 5-B NH - J4C °pRox s' Scale: 0.4268 Co GINS cs'/, 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 02.0 9t��"'tt""„ 1- Truss: J 4C 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.'Additional permanent bracing of 2'0.c.and at 10'o.c,respectively unless braced throughout their length by Awl,: continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,.,«rrllNn DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. 7� "7 OREGON SEQ. : 5992829 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, ,\fp 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 and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if ' 1 4„ l fabrication,handling,shipment and installation of components. necessary. J►. �s # 7.Designlaesassumes adequate one dthinaa is provided.ised. rl i 4 k-�,,, 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 VIII)VIII VIII ERN IIID VIII 11 IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideniwithizjointaint 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-.12/11/2015 111111111 PACIFIC LUMBER-BC LUMBER SPICIFICATIONS 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 2-6=(-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 TC LATERAL SUPPORT <= 12"OC. UON. LONDIOG BC LATERAL,SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF 42.0BEARING 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 = PSF 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) Connectorlate prefix designators: 5'- 11.7" -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CM18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M1BHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "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" T 5-11-11 T DESIGN ASSUMES MOISTURE CONTENT DOES • NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.001:7" system and components and cladding criteria. A -/ Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (` load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m 0 v M-4x6 0 0 C7N M-3x4 C. pIBM01111111111ftw•----41111111111111111"■ftu, I./- 7 ►� -/o o� No Mr M-3x4 M-1.5x4 ' o 0 2=� p 6 0 M-3x4 / ) > ) 2-03-12 2-10-08 0-09-12 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 ���`�,0P�,~Oy1cr 's,, WARNINGS: GENERAL NOTES,unless otherwise noted: ZCr� 14. 2101 f / I. 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C �,'JE {' 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. �,,,' 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 sheathing such as plywood sheathing(TC)and/or drywalt(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++ r1 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. -jyOREGON ,((/ SEQ. : 599283 0 fasteners are complete and at no time should any loads greater than 5.Design assumes tmsses are to be used in a non-corrosive /. environment, ... 2f \ A design loads be applied to any component. and are for"dry condition"of use. / "i}� 20.. h^}- TRANST I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tint bearing at all supports shown.Shim or wedge if ,�i 1 ' fabrication,handling,shipment and installation of components. necessary. J P P 7.Design assumes adequate drainage is provided. :{?R 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 IIIIII VIII'III VIII VIII VIII VIII'III'III TPI WTCA 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) FXKSII FS'12/21/71)15 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 2-6=(-46) 123 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-188) 24 5-7=(-76) 191 5.3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=( -22) 28 3-7=1-198) 79 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 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) C,CN,C1B,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 osfl uplift at 24 "oc soacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" 8 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" 8 3'- 11.9" Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004" 8 5'- 2.3" MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I/ 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-4 6 ril load duration factor=1.6, Truss designed for wind loads co o in the plane of the truss only. 7 `0Q o 0 e � iiiI1 M-3x4 g8 co 1111111111111fti _, a� or 7 c) llMmM-3x4 o M-1.5x4 0 20 6 0 M-3x4 0 1" y )' ,1 2-03-12 2-10-08 0-09-12 0-10 2-05-086-00 3-06-08 Jt (PROVIDE FULL BEARING: 6:2,4,7f JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 ''c- P,R°pe 6142 WARNINGS: GENERAL NOTES,unless otherwise noted: zo iii,,1 1/ Lr, 1F, n 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. t 0 E t..- Truss: J 2 Cp bracing 9commences. building component.Applicability of design parameters and proper J" 2.2x4 bracing t be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary to inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at andWarnings before construction 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 r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rn DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G (1 n p 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. 7G "*7 OREGON �4/ SEQ. : 5992031 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, 1X design loads be applied to any component. and are for"dry condition"of use. / � ( �4- 14. t 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 !j 1 4, . fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. '� 'R R 4IA,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 111111 IIIII 11111 1101 VIII VIII VIII III 1111TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide wjoint center lines 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) C=X PI R FS'12/31/2615 V 111111111 PACIFIC LUMBER-BC LUMBER SPICIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.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 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" -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) Connector pplate 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 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, •=1. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. c,,, 0 v oE 8/- 1 2 4► M-3x4 0-10 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4.31 Scale: 0.8541 ��' ?N OF ! JOB NAME : POLYGON PLAN 5-B NH - ASJ2 �` s WARNINGS: GENERAL NOTES,unless otherwise noted: / -T� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C' :4,41'N► E {- 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. -' 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.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , t ' P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/' '. DATE: r7/11/2014 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. "37OREGON +/j/ S EQ 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, ,r. 2,>• c... +4, TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. /' '� " ` -tt- 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, necessary. C-.t..yRtL- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C rl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIN VIII ill VIII VIII VIII VIII Hill TPI WTCA in SCSI,copies of which will be furnished upon request. Digit coincidenitwith jointacenter lines, N9.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 FS'12/21/M15 All IIIIIIIII 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" 0.C. 2-3=(-45) 15 TC LATERAL SUPPORT <= 12"0C. UON. 1 LOADING BC LATERAL SUPPORT <= 12"OC. UON, 1 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) Connectorplate prefix designators: 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) Connector a (or no prefix)sg LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for nett-5 psf) uplift at 24 °pc 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" T T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 I/ 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 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • o co O/- V c, 111 1 2 4� - M-3x4 J, y 1, 0-10 2-00 (PROVIDE FULL BEARING:Jts:2,4.31 JOB NAME : POLYGON PLAN 5-B NH ASJ1 t 0) P R QrScale: 0.7139t�s 5 :4dG. (rv , 0WARNINGS: I'� GENERAL NOTES,unless otherwise noted: x(45"/ /f I 1.1. 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 Truss: ASJ1 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 int ure 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 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++ • ir `� 4. No load should be applied to any 4omponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 OREGON 4w SEQ. : 5992833fasteners 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.{. .,G4 TRANS I D: 403334 design loads be applied to any corhponent. and are for"dry condition"of use. / Q _5 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. 7.Design assumes adequate drainage is provided. '�-RAO- 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 1141111111111111111111 TPINVTCA 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 v' ee ESR-1311,ESR-1988(MiTek) FX PI R FS'12/11/2n15