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Plans (86) i k,tq uk ,v rc. ,vc c s- -. 3r4r 1 1 4. g 111-0' qb T —1-- J1 J1 J1 J2 - CJ2 J3 ,i CJ3 J4 (` CJ4 4 J5 ® CJ5 IS J8_ ` CJ8 JT - 7:12 - JT , J8. J8 J9 J9 JSI o 11 8 14:12 QH0 4 `§ J11 14•� J9 J8 62 . . JT J8 S JT El In J8 J8 27:u 4 J5 J5 ►:t '14•J4J3MIL\ 1 12 J2 / 1 . Ak J1 J1 All , W BLE S441 PLATE CONFORMS TO DESIGN 2` EPT BLEW:1 ❑ CONFORMS TO DESIGN CONCEPTTI-if A`- REVISIONS AS SHOWN 7�RAGE QX CONFORMS TO DESIGN CONCEPT ❑ NON CONFORMING—REVISE AND READMIT ' / / I �� I 0 REVISIONS NOTDD IGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERALCONFORMANCE F. •�� I W A IA' I ❑NONCONFORMING REVISE&RESUBMIT WSI-''THE DESIGN CONCEPT ONLY AND DOS NUT RELIEVE THE 2 p a v. a FABRICATOR;VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE o .. OFF NOT REFERE THE `_a_ SM.' ALL OF NHF,H,E DESIGN DRAWINGS AND SPECIFICATIONS ALL OF VP:-.ICH HAVE PRIORITY ER,ORF,OVER OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By Alexia wkui Date 9/22/14 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 Winn: IINOMi ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT RUSS CA CULLAATIONS AND PROJECT TITLE: REVISION-I: ENGINEERED STRUCTURAL I_. DRAWINGS FOR ALL FURTHER P'i i PLAN 3A INFORMATION.BUILDING DESIGNER/ENGINEERRESPONSIBLE FOR OF RECORD PLAN: DRAWN BY: REVISION-2: TESPONSIBLE FOR/LLL NON-TRUSS 6 TO TRUSS CONNECTIONS.BUILDING 3A / GARAGE LEFTCHECKED BY: DE SIGNER/ENGINEER OF RECORD TO T` C G M P A N TREVIEW AND APPROVE OF ALL fpl DELIVERY LOCATION: I SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. US S 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. 9r MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-337_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: R45630218 thru R45630229 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. _co PROFe 87022PE 9c- o N p �'oj, OREGON ti? <111 'PO F,L7eER OS A. HE?' E ' ./ I £ October 12,2015 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 R45630218 PL15-337 UPPER F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:04:17 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-A0EcZ3onm?OLP7cVkKn9ahfXVrEjw5mkQI3LxLyUBYC I 2-6-0 I 10-10-2 ii 1-2-0 110-11-2 1 Scale=1:32.8 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I 13x4 = 3x4= 1.5x3 II 3x6= - 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e / • N\ o N / 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 ll 3x8= 3x4= 12-6-2 I 11-4-2 1n-11-21 I 18-9-12 I 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— F6:0-1-8,Edgel.f7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:85 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) 17=822/Mechanical,11=822/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2976/0,3-4=-2976/0,45=3689/0,5-6=-3689/0,6-7=-3386/0,7-8=-2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 WEBS 2-17=-1913/0,2-16=0/1299,416=-660/0,4-15=-57/292,5-15=281/0,6-15=-62/602,9-11=1916/0,9-12=0/1262, 7-12=756/0 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. -Co�-�`E° PRO/ '� 04G1N4R /029 870 2PE r -7...•‘Y‘1)0?, OREG•N (VC)0 tc�BER .\\\-•\V.'�O Os, A. HO; EXPIRES:06/30/2017 October 12,2015 1 I a.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. lil Design valid for use only with MiTek€connectors.This design is based only upon parameters shown,and is for an individual building component,not Ip a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suuite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Crus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630219 PL15-337_UPPER F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Mon Od 12 08:04:19 2015 Page 1 ,.77������ ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-7PMN_Ip1 lce3eQlurlpdf6kulfOKO5vl ucYS?EyUBYA 1 2-6-0 1 1-4-4 1 112H I 2-0-0 I�0 1 2-5-8 II 1-2-0 I I 2-)-8 I 1 144 1 Scale=1:41.3 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 2 3 4 5 6 7 8 9 10 11 12 13 14 Itritl 25 24 23 22 21 20 19 18 17 16 15 3x6 FP= 1.5x3 II 3x5=3x8= 1.5x3 II 3x8= 3x6= 1.5x3 II 7-10-12 14-9-8 I 6-8-12 7r3-121 1 10-11-0 1 13-7-8 111-2-81 1 19-7-0 I 23-8-4 6-8-12 7-0 3-0-4 2-8-8 0-7-0 4-9-8 4-1-4 0-7-0 0-7-0 Plate Offsets(X,Y)— 14:0-1-8,Edoel,f5:0-1-8,Edgel,18:0-1-8,Edge1,117:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 029 Vert(LL) -0.06 22-24 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.10 24-25 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 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. All bearings 0-5-8 except(jt=length)15=Mechanical,25=0-4-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)15 except 25=449(LC 14),19=877(LC 3),16=745(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1159/0,3-4=-1159/0,4-5=-892/0,7-8=0/400,8-9=-423/83,9-10=-423/83, 10-11=0/603,11-12=0/603,12-13=0/597 BOT CHORD 24-25=0/863,23-24=0/892,22-23=0/892,21-22=0/892,20-21=0/892,19-20=-400/0, 18-19=83/423,17-18=83/423,16-17=-93/268,15-16=-304/44 WEBS 7-19=-590/0,2-25=-932/0,2-24=0/319,4-24=0/403,5-20=-964/0,8-19=-694/0, 10-16=-802/0,13-15=-47/329,13-16=475/0,7-20=0/586 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 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. ���,0 P R open ��5 ANG I N FR o 4, - 87022PE yr / co 7 fiN -j, OREGON tis 4./ '9( FABER 1' �O n`s A. HECk EXPIRES:06/30/2017 October 12,2015 % WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use ony with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not L4 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p� building design.Bracing indicated o to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'ek° 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 Skeet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630229 PL15-337 UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:19 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-7PMN_Ip1Ice3eQlurlpdf6kv2f5WO651 ucYS?EyUBYA I 2-5-4 1 1 1-2-0 I I 2-48 I 2-6-0 I 1 1-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e e V _ .i .i o I.,, 1 N A o e e - IL Ok a ,' ' 1,IV11 10 014 8 3x4= 1.5x3 I I 3x4= 3x8 = 3x4---- 3-11-12 3-11-12 I 2-8-4 1 3-33 1 3-103 I I 8-7-12 sf�1 12-9-0 I 2-8-4 47-0 0-7-0 0-YA 4-8-0 41$ 3-11-12 Plate Offsets(X,Y)— 12:0-1-8,Edgel.110:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 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:8-9. REACTIONS. (Ib/size) 12=317/0-2-8,8=55/Mechanical,9=738/0-5-8 Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 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)12. 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 to tcc backwards__ 4.�ED PRQFEss �,,N5 �NGjNEFR /O�9 8 S 2PE v ywATOREGO do .44 ,..,0s' 41 �O �`s A. HER�P EXPIRES:06/30/2017 October 12,2015 i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 111 Design valid for use only with MTekd connectors.This design is based only upon parameters shown,and is for an individual building component,not 1 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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MtTekfi 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 Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630221 PL15-337_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:20 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-bbwIC5gf3wmwGaK4PSLsCKH4a3Q97ZFA7GH?XgyUBY9 1-9-0 I I 1-6-12 1 1 1-2-12 11. 1-6-0 I I 1-2-0 I I 2-7-4 1 Scale=1:21.8 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 3x4= 8 o s _. o- o- o • oII o N N 'I O P P _, 15 14 141012 11 10 9 3x4= 3x5= 3x4 II 3x5= 1.5x3 II 1.5x3 II 3x4= I 5-2-8 I 12-6-12 I 5-2-8 7-4-4 Plate Offsets(X,Y)— f6:0-1-8,Edge1,f7:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 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) 13=608/0-5-8,15=202/Mechanical,9=284/Mechanical Max Gray 13=621(LC 7),15=236(LC 8),9=291(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-290/6,3-4=-290/6,6-7=476/0 BOT CHORD 14-15=0/287,13-14=-286/18,12-13=292/15,11-12=0/476,10-11=0/476,9-10=0/476 WEBS 413=-606/0,2-15=-331/0,4-14=0/426,6-12=-302/0,4-12=0/447,7-9=510/0 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. 4)CAUTION,Do not erect truss backwards. ���< ,.\G N R ' 2 87022Pr ��' - S N Ais OR GON (1.5) 4 9M ' O On BER \ P Q �A. HECk EXPIRES:06/30/2017 October 12,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1. Design valid for use only with MTel&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 MI Ire le is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630222 PL15-337_UPPER F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:21 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-3nU7PRrIgDvntkvHzAs5kXgBLTh3s_pKLw1 Y47yUBY8 I 2-3-12 I I 1-2-0 I I 1-0-0 1 2-6-0 I Scale=1:21.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 o o 4 0 0 OIIIA/v O Niiiii N o e o IIIIIIIIIIIIIIIIIIIIIIII -7 e 12 11 10 9 8 3x4= 1.5x3 I I 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f10:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 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=549/Mechanical,8=549/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 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. c. 1,\G L N `v , - �� 8 • 2PE t9r .- A)), OREGO tis O� �On'M 1 B ER ' C"\ ` A. HECk EXPIRES:06/30/2017 October 12,2015 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 14111 Design valid for use only with MiTel&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/T1.11 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 R45630223 PL15-337_UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:21 2015 Page 1 ID:SygD7CTgSFZSjSNcS1ttIDzR3Xv-3nU7PRrlgDvntkvHzAs5kXgHaTnEs2FKLw1Y47yUBY8 1 1-6-01 1-40 1 1 1-2-0 1 1 1-1-8 Scale=1:13.6 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1 2 3x4= 3 4 5 3x4= 6 e e e N N b e e e e e 10 9 8 3x4= 7 3x4=- 3x4 3x4= 3x4= 1 3-1-0 1 3-8-0 1 4-3-0 1 7-1-8 1 3-1-0 0-7-0 0-7-0 2-10-8 Plate Offsets(X,Y)— J8:0-1-8,Edael,19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 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=308/0-2-8,7=308/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-510/0,3-4=-510/0,4-5=510/0 BOT CHORD 9-10=0/369,8-9=0/510,7-8=0/369 WEBS 2-10=-443/0,5-7=-443/0 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)10. 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 PR°Fess wc.. �NGINE6' ,02 87022PE 91' /` N y ilNAj, OREGON rim 0 4/ 'AO EMBER 1' �`.3A. HO; EXPIRES:06/30/2017 October 12,2015 $ I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with 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 n to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele 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 R45630224 PL15-337 UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:22 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-X_2VcnswbXleVuUTWtNKHIMRss7EbUiTaam6cZyUBY7 I 2-6-0 10-7-8 I I 1-2-0 I I 1-3-4 1 1-6-0 I I 2-5-8 1 1 1-2-0 I I 1-11-0 I Scale=1:23.7 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 9 • • o o (4( \ 0010111 4. e e o IV- e e „ f 16 15 14 gag 12 11 jgf\, 3x8= 1.5x3 I I 1.5x3 I I I 3-4-8 13-11-8 14-6-8 1 7-6-12 I 10-3-4 I10-10-4111-5.4 j 13-7-4 I 3-4-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y)— 17:0-1-8,Edoel,18:0-1-8,Edoel.114:0-1-8,Edoel.115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 15-16 >999 360 BCLL 0.0 Rep Stress Inc- YES WB 0.17 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:63 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:13-14. REACTIONS. (lb/size) 16=298/Mechanical,13=668/0-3-8,10=219/0-2-4 Max Gray 16=318(LC 10),13=670(LC 9),10=235(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=539/0,3-4=-539/0,4-5=-539/0,5-6=0/262,6-7=0/268,7-8=-312/0 BOT CHORD 15-16=0/547,14-15=0/539,13-14=15/347,12-13=0/312,11-12=0/312,10-11=0/312 WEBS 2-16=-590/0,5-13=-508/0,5-14=0/328,7-13=-504/0,8-10=-350/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,.Do.noterectinInc harlrwarde (o��p PR OFFss �c?\5 (c,L- EF'4 X02 Q 870 2PE ,_ N ,.vN - �Aj, OREGON q, O� 9O AMBER .\' �S A. tle'k EXPIRES:06/30/2017 October 12,2015 s _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101032015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and 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 Mileke is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSS-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 R45630225 PL15-337_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 06:04:23 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-?Actg7sYMr9V723f4auZpyvynGHvKp2cpE Wf8?yUBY6 I 2-6-0 I 1 1-0-10 11 1-2-0 110-11-2 1 Scale=1:33.2 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 Ii 1 2 3 4 5 6 7 8 9 10 e e e N i-/ - — O/e `O - N B 9 0 mill N. E 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4= 12-8-10 I 11-6-10I 1�-1-101 I 19-0A 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edge),17:0-1-8,Edoe) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 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) 17=831/0-2-8,11=831/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=-266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, 7-12=-786/0 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)17. 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\��Ep PR pfiess ��Co �CNGI NEAR v0 ' 870 2PE 9r N �N 7,e\4)), OREG N 0,� Q./ 4, FM$ER .\1 �O OS A. HE# EXPIRES:06/30/2017 October 12,2015 c ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design k based only upon parameters shown,and is for an individual building component,not Mill, a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 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 R45630226 PL15-337_UPPER F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:23 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-?Actg7sYMr9V723f4auZpyvYmGHuKp1 cpEWf8?yUBY6 I 2-6-0 I 11-0-14 1 1 1-2-0 11,0-11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4— 3x4— 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 ee i + N 1• 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 II 1.5x3 II 3x8= 3x4= ' 4, 12-8-14 I 11b52-1-1 14 1 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edael,17:0-1-8,Edaej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 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) 17=832/0-2-12,11=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3025/0,3-4=-3025/0,4-5=-3791/0,5-6=3791/0,6-7=-3457/0,7-8=-2992/0,8-9=2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 WEBS 2-17=-1940/0,2-16=0/1326,4-16=-687/0,4-15=-25/297,5-15=-265/0,6-15=-69/600,9-11=1943/0,9-12=0/1287, 7-12=789/0 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)17. 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. * �� 87422PE 9r � N y SAT OREGjgER �'�SN ti� O 9�, OS A. HEP'�P EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev.10/03/2015 BEFORE USE. blii4 Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mf fie I(' 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/Ulf Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630227 PL15-337_UPPER F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:04:24 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-TM9F1 TtA78HMkCeselPoMASmygmg3J Wm 1 uFDgRyUBY5 1-8-4 1-2-12 1 2-6-0 I 1-2-0 I I 1-3-0 1 1-6-0 I Scale=1:22.1 1.5x3 I I 3x6= 3x5 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 N II I . N e ., e e 14 • 12 11 10 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 1 1-11-4 I 8-6-8 1 9-1-8 1 9-8-8 I 12-8-8 1 1-11-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y)— f5:0-1-8,Edgel,[10:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:59 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) 14=381/Mechanical,13=1097/0-5-8,9=390/0-2-8 Max Uplift 14=-438(LC 4) Max Gray 13=1097(LC 1),9=390(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/802,3-4=-661/0,4-5=-661/0,5-6=-799/0,6-7=-799/0 BOT CHORD 13-14=-802/0,11-12=0/799,10-11=0/799,9-10=0/497 WEBS 2-13=-588/0,2-14=0/918,3-12=0/891,3-13=-810/0,7-9=-598/0,7-10=0/393 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. 5)CAUTION,Do not erect truss backwards. �EP R oFF�( s : GIN - s, ' c.;•• -`19 4 ' 2870 9r ji/ 7 �-0j, OREGO (o 4/./ 9O FM$ER 1� .O On A. H ERCP EXPIRES:06/30/2017 October 12,2015 t 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 MTekr 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 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heighfs,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630228 PL15-337_UPPER Eli Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:25 2015 Page 1 ID:SygD?CTgSFZSjSNcSittIDzR3Xv-xZjeFououSPDMLD2C?w1vN_xX48wogavGY?mDuyUBY4 I 2-5-4 I I 1-2-0 1 1 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 o iiiii e® o o _ • I N e e e e e 1. „ 1 K 11 10 PM 3x4= 1.5x3 II 3x4 = 3x8= 3x4= 3-11-12 I 2-8-4 I 3-3-4 13-104 8-7-12 8 12-9-12 2-84 0-7-0 0-7-0 0-'i-1 4-8-0 0-'1-S 4-0-8 Plate Offsets(X,Y)— 12:0-1-8,Edoel,f10:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 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:8-9. REACTIONS. (lb/size) 12=317/0-2-8,8=60/0-2-12,9=739/0-5-8 Max Uplift8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 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. 4)CAUTION,Do not erect truss backwards. <<-ck0 PROpen <c;:3 ��G'N �9 lo�p 87022PE r yco NN SAT OREG•N tis O� 9O FM8ER 1\ �S A. HE# EXPIRES:06/30/2017 October 12,2015 f _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M ITEK REFERANCE PAGE MB1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeir°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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MMTtak' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630229 PL15-337_UPPER F12 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:25 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-xZjeFououSPDMLD2C?w1 vN_wm44_opYvGY?m DuyUBY4 2-6-0 I I 1-4-4 I I 1-2-0 I I 1-3-4I 1-60 Scale=1:18.9 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e 0 0 NN ° .r e e e 12 11 10 9 3x4= 3x6 = 1.5x3 1 3x4= 3x4= I 6-8-12 1 7-3-12 1 7-10-12 1 10-11-0 I 6-8-12 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y)— 14:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 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=475/0-4-4,8=475/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1280/0,3-4=-1280/0,4-5=-1064/0,5-6=1064/0 BOT CHORD 11-12=0/925,10-11=0/1064,9-10=0/1064,8-9=0/624 WEBS 2-12=-998/0,2-11=0/383,4-11=22/331,6-8=-749/0,6-9=0/566 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)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. 8 I 2PE /9r v 7 ••$,OREGO ti��N C0 BSER � EXPIRES:06/30/2017 October 12,2015 1 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AOI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not I9 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 Symbols Numbering System ener l Safety Notes PLATE LOCATION AND ORIENTATION Fa'lure to Follow Could Cause Property 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths p Y 1 /4 I I (Drawings not to scale) offsets are indicated. D mage or Personal Injury roma. Dimensions are in ft-in-sixteenths. 611M4‘, Apply plates to both sides of truss 1 2 3 1. dditional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS iagonal or X-bracing,is always required. See BCSI. MIIIMMIEMINIIIIIMINIMMININIts 2. russ bracing must be designed by an engineer.For Q 1/16' IlL\IIIIillike4 'de truss spacing,individual lateral braces themselves ay require bracing,or alternative Tor I MilirlEff `1(21 bracing should be considered. O = O 3. Never exceed the design loading shown and never 1.—Alip U U stack materials on inadequately braced trusses. Oa Or 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-8 C6-7 r designer,erection supervisor,property owner and plates 0-1a from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. g 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless moisture not exceed 19%at mof fabrication. PRODUCT shall 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 io.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 in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16'Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. MI/I/40 1 B Use of green or treated lumber may pose unacceptable i environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19 Review is not all portionsbefore of this use.design Review(frontback,ctures wordsalone Plate Connected Wood Truss Construction. and pictures( ng pisufficient. DSB-89: Design Standard for Bracing. miTeko 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 MEI NMI MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 18_U P Fax 916/676-1909 3A 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:R41832568 thru R41832579 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. \�Q�Ed PROPt � C7� NGINEFR c' * `t 87 2PE yr y ,(1%- OREGON cfl 0eER �� 's4 Q`S A HE: �� EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. MiTek'' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-118 UP Fax 9161676-1909 3A 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:R41832568 thru R41832579 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ONI fi O t A. - ;-;,:, 0 tt, lea49639 rs r e 47 4NAL- 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 ANSUTPI 1. Job Truss Truss Type Qty Ply 3A R41832568 PL14-118_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:41 2014 Page 1 ID:SygD?CTgSFZSjSNCS1 ttlDzR3Xv-GgIZQgaDiPr1 Bu5g6D6ZM2KUbwgZCHJ3PsbwCOzOQSK 1 2-6-0 I 10-10-2 ii 1-2-0 110-11-2 1 Scale=1 32.8 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 N e I \ a/ \ - N e 17 16 15 14 13 12 I 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 Il 3x8= 3x4 = 12-6-2 I 11-4-2 1QQ-11-21 I 18-9-12 I 11-4-2 t1-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edge),17:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 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) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y' ONIO TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-3689/0,6-7=-3386/0,7-8=-2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 OZ'S ��S ASj{r, WEBS 2-17=1913/0,2-16=0/1299,4-16=-660/0,4-15=-57/292,5-15=-281/0,6-15=-62/602,9-11=1916/0,9-12=0/1262, W 7-12=-756/0 s, 6 NOTES i— N 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. "d k 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 {J � �� be attached to walls at their outer ends or restrained by other means. " '.0ISTO- ' LOAD CASE(S) Standard (57011AL ' kc 870 2PE 7 -0), OREGO r0-4<t// o AMBER �1 r �" A. HE t\ EXPIRES:06/30/2015 April 22,2014 f WARNING-Verify design yataateters and READ(NOTES ON THIS AND INCLUDED ICIER REFEREM:F PAGE MII-7473 re&1/29/20I4 BE GREUSE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ' ��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/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 Sout§ma Peer tSP)issxnbaa is specified,ti r design values axe those effective O5fO1/2013 b5 ALSC Job Truss Truss Type Qty Ply 3A R41832569 PL14-118_UP F02 Floor 5 1 Job Reference(notional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:43 2014 Page 1 7 IaID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-C3QKgLcTE051QCF2Ee81RTPs6jRAgHTMt940GvzOQSI 1 2-6-0 1 1 1-4-4 1 1I-2-0 I 2-0-0 Irf -� I 2-5-8 11 1-2-0 11 2-0.8 1 1 1-44 1 Scale=1:41.3 I 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 - a e ® o • o - 0. �_ TII 2S ► a s- 25 24 23 22 21 20 19 18 17 16 15 3x6 FP= 1.5x3 II 3x5=3x6= 1.5x3 II 3x8=- 3x6 3x6= 1.5x3 II 7-10-12 14-9-8 I 6-8-12 7r 3-121 I 10-11-0 1 13-7-8 10-2-81 1 19-7-0 I 23-84 I 6-8-12 6-7-0 3-0-4 2-8-8 0-7-0 4-9-8 4-1-4 0-7-0 0-7-0 Plate Offsets(X,Y): 14:0-1-8,Edoel,15:0-1-8,Edael,18:0-1-8,Edgel.117:0-1-8,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 0.29 Vert(LL) -0.06 22-24 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.10 24-25 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.30 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 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 All bearings 0-5-8 except(jt=length)15=Mechanical,25=0-4-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)15 except 25=449(LC 14),19=877(LC 3),16=745(LC 14) ` IoNIo FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. CT ov"41AS TOP CHORD 2-3=-1159/0,3-4=-1159/0,4-5=-892/0,7-8=0/400,8-9=-423/83,9-10=-423/83, �} �0 10-11=0/603,11-12=0/603,12-13=0/597 rr /,,,A1 -'i v 1 d BOT CHORD 24-25=0/863,23-24=0/892,22-23=0/892,21-22=0/892,20-21=0/892,19-20=400/0, tp �_ 4.' 1, 4 18-19=-83/423,17-18=-83/423,16-17=-93/268,15-16=-304/44 `.-..-,- WEBS WEBS 7-19=-590/0,2-25=-932/0,2-24=0/319,4-24=0/403,5-20=-964/0,8-19=-694/0, 10-16=-802/0,13-15=-47/329,13-16=-475/0,7-20=0/586 47-.p\ , 49639 - NOTES 0,,t* 1(•' G Sgc{, 1)Unbalanced floor live loads have been considered for this design. , 2)All plates are 3x4 MT20 unless otherwise indicated. fu'j(INAL 14'6\ 3)Refer t0.girder(S)lortoms totmcccnnnnrtinnc 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15. 11110 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �'�� PR°Pe be attached to walls at their outer ends or restrained by other means. cS 7)CAUTION,Do not erect truss backwards. �, . �NGI NE$- tVa LOAD CASE(S) Standard 870 2PE / f" (!) >CV .'-p 'oj OREGON I tV 4I 90 �MIER 1'' �� NJ A. Heslk EXPIRES:06/30/2015 April 22,2014 e _ ®RYARN110-tredffdesign parameters ani:READ NOTES ONTNISAM)INCLUDED t411EKREFEREA PAGE 1471-7473 rex1/29I20IdBEFOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. IQ Applicability of design parameters and proper incorporation of component 6 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 fy,�� e`'m erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi 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 N South-ern Pisa tSP}lsnnthher is specified,:the design values are those effective 06/03/2013 to rkLEC Job Truss Truss Type Qty Ply 3A R41832570 PL14-118_UP F03 Floor 5 1 oeren (optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510J 510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40.44 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-gF_i2hd5?KDc2LciFoLfG_hy2t7sbP1uV5pgapLzOQSH 1 2-5-4 I 1 1-2-0 1 I 2-0-8 1 2-6-0 1 1 1-4-4 J Scale=1:22.2 1.5x3 11 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 11 1 2 3 4 5 6 7 e e • o _ e r al I I 04400014044o N _ 044410444 ___ N O oo - o 1• 11 10 9 8 3x4= 1.5x3 11 3x4= 3x8 = 3x4= 3-11-12 1 2-0i 1 3-34 13-104 I I 8-7-12 88..66$g 12-9-0 2-8-4 0.7-0 0-7-0 0.9- 4-8-0 0-1-$ 3-11-12 1 Plate Offsets(X,Y): (2:0-1-8,Edge),(10:0-1-8,Edae) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 022 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 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:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift 8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) `�TONIo FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. © 4 WASIti , TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 /7--. Vr BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 - WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-4.44/0 NOTES 1)Unbalanced floor live loads have been considered for this design. _,4T 2)Refer to girder(s)for truss to truss connections. 9639 x 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. O Q ,,= 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '/ONAL � 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ASi.E PROrk6+ �?�Co ,C\AG(NE.sR s/0 w ° 87022PE r cv g � ( '0,>, ()REGAIN n 4L ^ � a Q O© $ER \ S A. HE��� EXPIRES:06/30/2015 April 22,2014 i e §YARNTNG-Yea y design yararuefens and READ NOTES ON THIS AND MIMED MITEK REFERENCE PAGE MIF-1413 sac 1/29/2024 SWORE USE . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mile Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/tell Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 itSosstbs'rn Pine}SP}lumber Io spesified,the dtehge values as these eife tine 06#01/2083 by:ALSC Job Truss Truss Type Qty Ply 3A R41832571 PL14-118_UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:44 2014 Page 1 ID.SygD?CTqSFZSjSNcS1 ttlDzR3Xv-gF_i2hd5?KDc2LgFoLfG_hy2f70PIoV5pgapLzOQSH I 1-9-0 I 1-6-12 1 1 1-2-12 1 1 1-6-0 1 1 1-2-0 11 2-7-4 I Scale=1:21.8 1.5x3 11 3x4= 1.5x3 11 3x6= 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 3x4= 8 e e N1.1.11.111.1.1.11.111.1.1111.111—1 IIIIIIIIIIIIIIIIIIIIIII — 7 II Nik — 10111111.111.111111.1111.1111k' 111111111111111111%4044440444N 0 o- o- o _I e 11- e 15 14 12 11 10 9 3x4= 3x5= 3x4 II 3x5= 1.5x3 11 1.5x3 11 3x4-- 1 1 5-2-8 I 12-6-12 1 5-2-8 7-4-4 Plate Offsets(XX): 16:0-1-8,Edoel,(7:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 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) 13=608/0-5-8 (min.0-1-8),15=202/Mechanical,9=284/Mechanical Max Gray 13=621(LC 7),15=236(LC 8),9=291(LC 4) 'toNIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1AS�} Vis, TOP CHORD 2-3=290/6,3-4=-290/6,6-7=-476/0 o <10 4):`t(. `�y BOT CHORD 14-15=0/287,13-14=-286/18,12-13=292/15,11-12=0/476,10-11=0/476,9-10=0/476 (I v �(,ti WEBS 4-13=-606/0,2-15=-331/0,4-14=0/426,6-12=-302/0,4-12=0/447,7-9=-510/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. e 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. It'' 49639 Wt 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,t, ''-Gis, ske +41 be attached to walls at their outer ends or restrained by other means. 6' .. 5)CAUTION,Do not erect truss backwards. �'s�ONAL P. LOAD CASE(S) Standard tip PR Opp,. 444 -57 Q 87022PE r- / ycn ,v '0j, OREGON il, Oki 11. -" A. HERS¢ EXPIRES:06/30/2015 April 22,2014 s A i�WARNING-Vesfy design parameters and READ tIVTES ON THIS AND IM JJDED NITER REFEREN2 PAGE MI1-7473 ren 1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Mil l9 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the k* MtTe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 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. Cdrus Heights,CA,95610 118mA:tuerr Pine(SP}bamboo is specified,the design values ace those effective 05/01/2013 by MSC Job Truss Truss Type Qty Ply 3A PL14-118_UP F05 FLOOR 4 1 841832572 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:45 2014 Page 1 ID:SygD7CTgSFZSjSNcS 1 ttlDzR3Xv-8SY4F1 eimdLTfVPRL2AVXuV9QX6v8AMfKTZ7LozOQSG 1 2-3-12 I I 1-2-0 1 1 1-0.0 1 2-6-0 Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e G _-® o O O A/— N O e O 7, e e 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 12-7-4 I Plate Offsets(X,Y): 12:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 56 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=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. t$TO rp TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 ori �v ytrAS °P WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 } �� NOTES `a ;, Op 1)Unbalanced floor live loads have been considered for this design. {� VI 2)Refer to girder(s)for truss to truss connections. �y 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 47 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 ' 4k, be attached to walls at their outer ends or restrained by other means. 49639 LOAD CASE(S) Standard ' .�,,O1JAL' 0) PR0p- (,,°a �cNG) EF9 04.„ 4t" 87022PE 9r, (p >" -y cp.. OREG•N q, >� '90 IER 11 v© 0S A. Her EXPIRES:06/30/2015 April 22,2014 t i WARNING-Veify design yaiameNrs and READ NOIES ON MI5 AND INCLUDED MI1E1(REFERENCE PAGE NII-1473 is it 1/1W2014 BEFORFt1SE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. I9 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 pp� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding @y�IT0 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIJ Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if 5ovh'sxx P fWPft a specified,the design values a e these effective O&/133/2012 t}�ALSC Job Truss Truss Type Qty Ply 3A R41632573 PL14-118_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:45 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-8SY4F1 ejmdLTfVPRL2AVXuVFfXC48EofKTZ7LozOQSG 1-6-0 1-4-0 I I 1-2-0 I I 1-1-8 I Scale=1:13.6 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 2 3x4= 3 4 5 3x4= 6 J - L q N N K e ( e e //a 3x4= 10 9 8 7 3x4= 3x4= 3x4= I 3-1-0 I 3-8-0 1 4-3-0 1 7-1-8 I 3-1-0 0-7-0 0-7-0 2-10-8 Plate Offsets(X.Y): 18:0-1-8,Edcie),19:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 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=308/0-2-8 (min.0-1-8),7=308/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. •TONIO TOP CHORD 2-3=-510/0,3-4=-510/0,4-5=-510/0 BOT CHORD 9-10=0/369,8-9=0/510,7-8=0/369 Q' di"WAS.X WEBS 2-10=-443/0,5-7=-443/0 Ot, Cid i tz NOTES N 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)10. ` r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 496394` 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 {} aI be attached to walls at their outer ends or restrained by other means. ,L',S1 - Cs'C� `SIONALE, I LOAD CASE(S)_Stannard cfi3O PROFFs, J'Kt tiN�'(NEFR fes' ,N 87022P; f 1 CV ti 9ASFRGON <60 _kJ 0 $E;R 1 OSA He*, EXPIRES:06/30/2015 April 22,2014 t ®WARNING-Verify design parameNrs and READ MTES ON THIS AND'MUDS MITEK REFERENCI PAGE 1411-1473 sea 1/20/2914 i3 REUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. L4 Applicability of design parameters and proper incorporation of component s responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p A' eg�e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IItB R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Oieda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 14 Seu14'rerr:Pine(Sly ise stree is specified,the design values ex*thous otfetine cee61J20083 in ALSC Job Truss Truss Type Qty Ply 3A R41832574 PL14-118_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:46 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-de6STNeLXxTKHf dvmik361PxxY4tgFoZ7PubEzOQSF 2-6-0 10-7-8 I I 1-2-0 I I 1-3-4 1 1-6-0 I 2-5-8 I I 1-2-0 I I 1-11-0 Scale=1:23.7 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 9 e e O o o e 9 • O _ O N I \ -.-../ � N e e e o o e o a a O 1/ I[NYu� 16 15 14 0 12 11 3x8= 1.5x3 I I 1.5x3 I I 3-4-8 13-11-8 I 4-6-8 I 7-6-12 I 10-3-4 [10-10-4111-5-4 I 13-7-4 I 3-4-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edael,18:0-1-8,Edgel,114:0-1-8,Edae),f15:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:63 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:13-14. REACTIONS (lb/size) 16=298/Mechanical,13=668/0-3-8 (min.0-1-8),10=219/0-2-4 (min.0-1-8) Max Gray 16=318(LC 10),13=670(LC 9),10=235(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ;-TOMO , TOP CHORD 2-3=539/0,3-4=-539/0,4-5=-539/0,5-6=0/262,6-7=0/268,7-8=312/00 Q{WA$jtT, BOT CHORD 15-16=0/547,14-15=0/539,13-14=-15/347,12-13=0/312,11-12=0/312,10-11=0/312 • WEBS 2-16-590/0,5-13=-508/0,5-14=0/328,7-13=-504/0,8-10=-350/0 r •etet 1. J), r0 6 .. " 2 N NOTES _ 1)Unbalanced floor live loads have been considered for this design. or 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. K) 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. OA' 44 3 CSW 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 01- .L? 4 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ',cS''�IIVALE-AO\ be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard I0 PRQFe`, 4.c.--- 870 2PE cv 7fi'oj, OREGO 2 4w0 9On O SER ' �S A. He #� EXPIRES:06/30/2015 April 22,2014 i e WARNING-Verify design yamme rsandRE40NOTESONTHISANDIhriUDEDMIIENREFERENT#PAGEf411-1413 sec 1/29/2016 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. Pal* Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' kik* fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualtly 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 ttSautheen Pipe-ISM lu7herris specified,the design vetoesere those effective 0&/*Ij201.3 by AL5 9 Job Truss Truss Type Qty Ply 3A R41832575 PL14-116 UP F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-5ggggjfzlFbBvpYqTTDzcJaWsKjlc?byon2EPgzOQSE I 2-6-0 I 1 1-0-10 1 1 1-2-0 1 1 0-11-2 1 Scale=1:33.2 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a _ o e/I \n 0 N • � O \ 0 O 1T 16 15 14 13 12 1 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4=- 12-8-10 1210 I 11-6-10 112-1-101 I 19-0-4 1 11-66-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): r6:0-1-8,Edoel.r7:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 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) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1ONip x TOP CHORD 2-3=-3020/0,3-4=3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 ©r?OV WAST � WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=-266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, C' (-,1,-", r, 4„i:'I 7-12=-786/0 'R a , _ Q NOTES `' N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. ;`r ,11 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. it3 49639 ` 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to {� �0IS 1£R be attached to walls at their outer ends or restrained by other means. ,, —410NAL� /- LOAD CASE(S) Standard Ill ,i,,,O} PROF4-r, ,.,..7 i9 ti�GINE�i4 o?'� Q 870 2PE y��Aj, OREGO cf Q�ti � S S Al. HE EXPIRES:06/30/2015 April 22,2014 s r WARNING-Verify design parameters and READ NO TEEM MIS Ale MtJDEDMEEK REFEREMFPAGE NII-2473ren 1/29/20I4SEFOREUSE 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 Mi�G-'kp erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding h fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it Southern Pine ISP}lumber is specified,the design valves ase these effective O/02/2OL5 by'AtSL Job Truss Truss Type Qty Ply 3A R41832576 PL14-118_UP F09 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 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-SggggjfzlFbBvpYqTTDzcJawrK jkc?ayon2EPgzOQSE I 2-6-0 1 1 1-0-14 ii 1-2-0 110-11-2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e e. -PIIIPPPPP.— a` No /-- \ _ B\O - e \ O I:"2 O O O I-, 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 II 1.5x3 I I 3x6= 3x4= 12-8-14 I 11-6-14 12-1-19 1 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): f6:0-1-8,Edgel,f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight:86 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) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o'tONFO TOP CHORD 2-3=3025/0,3-4=-3025/0,4-5=-3791/0,5-6=3791/0,6-7=-3457/0,7-8=2992/0,8-9=2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 (g 01 WAS.441 WEBS 2-17=-1940/0,2-16=0/1326,4-16=687/0,4-15=-25/297,5-15=265/0,6-15=-69/600,9-11=-1943/0,9-12=0/1287, �f 7-12=-789/0 NOTES , 1 N 1)Unbalanced floor live loads have been considered for this design. or 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "'d 16 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 { �63g W be attached to walls at their outer ends or restrained by other means. ,e G/S` ER LOAD CASE(S) Standard ‹cCk PR QFFsS' cs3..c. ��G(NEF9 870 2PE tet" cncv mAT GREGsN n 41/ '0 SER � �O © ' k HER D EXPIRES:06/30/2015 April 22,2014 a a WARNING-Ve iff design yaramefrs and READ KITES ON MS AND rNaUDED ff115K R F€R€/CCE PAGE NII-7473 inn 1/29/2Oi4 8 0REE1J5E Design valid for use only with Mitek connectors.This design is based onlyupon parameters shown,and is for an individual building component. IIII!�o 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 {Y! IQi R« erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Surte 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Scut5rxtrt Pine(9P1 lumber is upasiried,the design values sot than effective O6/1111201E b0 AUL. Job Truss Truss Type Qty Ply 3A R41832577 PL14-118_UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:48 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-Z1 DDu3gc3Yj2Xz701BkC8X6k2kCgLV350Rony6zOQSD 1-8-4 I 1-2-12 I 2-6-0 I 1 1-2-0 I I 1-3-0 1 1-6-0 I Scale=1:22.1 1.5x3 II 3x8= 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 0 o e o N II N e o e e o e 14 12 11 10 9' 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= I 1-11-4 I 8-6-8 1 9-1-8 1 9-8-8 1 12-8-8 I 1-11-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 15:0-1-8,Edge1,110:0-1-8,EdOe1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 59 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) 14=381/Mechanical,13=1097/0-5-8 (min.0-1-8),9=390/0-2-8 (min.0-1-8) Max Uplift 14=438(LC 4) Max Gray 13=1097(LC 1),9=390(LC 4) 0¶ON1O FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ©o 01 WASktn TOP CHORD 2-3=0/802,3-4=661/0,4-5=-661/0,5-6=-799/0,6-7=-799/0 O 4O, fes,,. BOT CHORD 13-14=-802/0,11-12=0/799,10-11=0/799,9-10=0/497 'f' t:',)WEBS 2-13=-588/0,2-14=0/918,3-12=0/891,3-13=810/0,7-9=598/0,7-10=0/393 ' '" �' , 1 CA NOTES 1)Unbalanced floor live loads have been considered for this design. "r 2)Refer to girder(s)for truss to truss connections. 49639 /L ' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. Y �GXS"I"E 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=438. '6''.<S; 6� C,\ 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -IONALV' __ 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0,131"X.3")nails. Strongbacks to a, be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard .r•�Q'�� PR S's C.MI 17 870 2PE <' yU> cvN �Ai* OREGNr;' W 0NJ A. H P R EXPIRES:06/30/2015 April 22,2014 1 0 IPARMIl -Vady design parameters and READ NOTES ON THIS AND MIMED MIIEK REFERENCE PAGE Mid-1473 rem,1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. �4 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 !Alibi( 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 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 ff Southern Pine 151 !umber is specified,the design vetoes ase those effective WC 112013 by AtSC Job Truss Truss Type Qty Ply 3A R41832578 PL14-118_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1 Dnb5PhEgsrv87iCauFRhkfvc8Zm408EF5XLUZzOQSC I 2-5-4 1 1 1-2-0 I I 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e Y _ e o o IPPIIPPPPPP— — _ o N — N e „ 1 11 10M 3x4= 1.5x3 II 3x4 = 3x8= 3x4= 3-11-12 I 2-84 3-34 1 3-104 I I 8-7-12 8 12-9-12 2-8-4 0-7-0 0-7-0 0-Y$ 4-8-0 0-'1-8 4-0-8 Plate Offsets(X,Y): (2:0-1-8,Edgel.110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 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:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 010N10 _. , FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0$ �v WAS/41". `�jT TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 �F BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 /r' 0,,,?,.6 WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 i 4_, " Oi- [+ 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 0 k 49639, 9 .t, 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. v.*. ISISR S 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 `910NALV' be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �0-.) PjROpe0s 870 2PE t" N ,� fiAj OREG N 2�'P 9Or)FMBER 1\ A. H RSP ` EXPIRES:06/30/2015 April 22,2014 i INARNT -Verfydesign patamelrsand READ NUM ONTHIS AND INCLUDED HUM REFEREW PAGE1111-7473 ran 1/zs/23I4DEFOREu4E Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. LQ 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 S �k- erecta.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine j5Pf lsus»ttex is speediest,the design valises am these efteetivmO/*1/20U by ALM Job Truss Truss Type Qty Ply 3A R41832579 PL14-118_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-1 Dnb5PhEgsrv87iCauFRhkfur8Vg4?6EF5XLUZzOQSC 2-6-0 I I 1-4-4 I I 1-2-0 I I 1-3-4 I 1-60 I Scale=1:18.9 1.5x3 I I 3x4= 1.5x3 H 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e o e o 0 0 ‘i'o- o- e e e 1: 11 10 9 3x4= 3x6 = 1.5x3 II 3x4= 3x4= I 6-8-12 1 7-3-12 17-10-12 1 10-11-0 I 6-8-12 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 14:0-1-8,Edeel.19:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 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=475/0-4-4 (min.0-1-8),8=475/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. pNip TOP CHORD 2-3=1280/0,3-4=-1280/0,4-5=-1064/0,5-6=1064/0 BOT CHORD 11-12=0/925,10-11=0/1064,9-10=0/1064,8-9=0/624 �?t'slO�4trA$Xrr, WEBS 2-12=-998/0,2-11=0/383,411=22/331,6-8=749/0,6-9=0/566 "vV NOTES - `' Q; 1:iVI 1)Unbalanced floor live loads have been considered for this design. -r.- I N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 1 'r hk- 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 `h 49639 „4ti be attached to walls at their outer ends or restrained by other means. {711 *ISTE'S LOAD CASE(S) Standard -O3),,,,'41 4.3� 0NAL lIrll ��,,` p PR0pt. • 8 • 2PE y 'Cj, ©REGO coo A, 9b OBER 1',, O EXPIRES:06/30/2015 April 22,2014 s , WARMS-Verify design paramehtrs and READ MESON THIS AND ma WED MITER REFERENCE PAGE MTi-1473 rex 1/29/2014 BEFORE 1J.S 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 IYE1 Ie £ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding K, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sonet Ern Pine(SF}lumber.bei ix epee tenet the design values are those effective 06/OS/203.3 by ALS£ Symbols Numbering System n ra Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. isii,„ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q-1/162. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I 0 p bracing should be considered. O rY r, 0 Ai 0 3. ver ed dsn dnand e O stack materialsexceooh inadequately bracedshown trusses.ver 4. ProvideNecopies of thisetruss igdesignloaig to the building For 4 x 2 orientation,locate a'° cs-e 0 designer,erection supervisor,property owner and plates 0-1/1,4' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication, PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ,0,7A Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the output. Use T or I bracing by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. %/s- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but1 16.Do not cut or alter truss member or plate without prior approval of an engineer. ©2012 MiTek®All Rights Reserved reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. 111111111111111MI0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, illek° 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 MiTek USA, Inc. l 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 TPUWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). 44Ve VIr ' tt-4; s I(' fx, � x EX IRE'S 6130110 1 11E110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CIB,CNIB (or no prefix) = CompuTrus, Inc M,M2OHS,M16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 7-01 1 7-01 complete specifications. T IT T HM M 4x4 3 12 12 N14.00 14.00F Adillilliii. M-3x4 o� M-3x4 -,,,7 0� 1.0 O 0 > ) ) 0-10 14-02 c0 PROp • JOB NAME : POLYGON PLAN 3A NH - Al Scale: 0.3098 �`.. `, WARNINGS: GENERAL NOTES,unless otherwise noted: Ct.4rfr� 9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual . .92I r E r. Truss: Al and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 41,0000" —�" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /"*i Po continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f OREGON ��`" /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - b, 4,,, SE Q. : 6049749 fasteners are complete and at not me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition"of use. /� .0 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if p {a fabrication,handling,shipment and Installation of components. Dnesign assumes. •1'E R R I i t- V P P 7.Design adequate drainage is provided r'S it 5.- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center VIII 11111 HMI II I IIII VIII II I III) TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterInches.9. Digits indicate size of plate in Inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -26) 80 1.7=(-100) 365 1-2=(-634) 160 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-521) 200 7.6- 3-7=(-193) WEBS: 2x4 KDDF STAND; 3.4=(-433) ( -60)0 308 231 255 .4=(-255) 413 2x6 KDDF #2 A LOADING 4-5=(-448) 261 7-5=(-228) 246 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-580) 193 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 625 ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11.0" -84/ 584V 216/0/ 21 OH 5.50° 0.93 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinp.I M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-10 7-01 MAX LL DEFL = -0.014" @ 3'- 2.7" Allowed = 0.650" MAX TL CREEP DEFL = -0.028" @ 3'- 2.7" Allowed = 0.867" 1-05-09 1-10-07 3-06 3-06 3-07 MAX HORIZ. LL DEFL = 0.004" @ 13'- 5.5" T ,r f < T T MAX HORIZ. TL DEFL = 0.005" @ 13'- 5.5" 12 12 M-4x6 NOTE:Design assumes moisture content does 14.007 N14.00 not exceed 19% at time of manufacture. 4 4.0 Design conforms to main windforce-resisting illsystem and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x4 M-1.5x4 + / M-3x4 op cv 00) o 1 c:, 1** 7 ''_0 III, :6 0 M-3x8 M-3x8 M-3x4 0 > ) > 6-10 7-01 y y 13-11 JOB NAME : POLYGON PLAN 3A NH - A2 Qto RN Op- Scale: 0.2795 c'' -77-//ir f(, WARNINGS: GENERAL NOTES,unless otherwise noted: 44 cc��^�J�I1 p7C'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 4t .92.9 iD t_ Truss:: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,^" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ^ 4/ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood .+.""r! r ' DATE: 9/4/2014 responsibilitybuilding designer. resuead where s own drywail(BC). the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing required where shown++ � OREGON (�" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. // V RE47v1 V I�� SEQ. : 6049750 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, 9c 4 *d �t! design loads be applied to any component. and are for"dry condition"of use. /"" - Q TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if14,n �?. fabrication,handling,shipment and installation of components. Designeas, til li R I t+i 7. assumes atedadequate othifac drainage is truss, 1. 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center II I VIII II I VIII VIII VIII I III IIII III) TPVWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20 1 I (IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-00 GIRDER SUPPORTING 39-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5618) 1256 1- 6=(-748) 3158 1- 2=(-5618) 1256 4- 8=( -606) 2842 BC: 2x6 KDDF #1&BTR 2- 3=(-3656) 934 6- 7=(-742) 3136 6- 2=( -580) 2708 4- 5=(-5648) 1264 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3658) 934 7- 8=(-696) 3320 2- 7=(-1350) 432 2x4 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5648) 1264 8- 5=(-700) 3342 7- 3=(-1346) 5224 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.0" V 7- 4=(-1656) 500 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 471.9)+DL( 340.9)= 812.8 PLF 0'- 0.0" TO 13'- 11.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STIRAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans REQUIREMEN S OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1382/ 6101V -217/ 218H 5.50" 9.76 KDDF ( 625) 13'- 11.0" -1377/ 6101V 0/ OH 5.50" 9.76 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series COND. 2: Desi.n checked for net -5 rsf u.lift at 24 'oc sracint. -7� ( 2 complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = -0.039" @ 6'- 10.0" Allowed = 0.650" 9" 'c in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.078" 8 6'- 10.0° Allowed = 0.867" 7" .c in 2 row(s) throughout 2x6 bottom chords, 9" cin 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.010" @ 13'- 5.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 5.5" 6-10 -01 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3-07-08 3-02-08 3-02-08 3-10-08 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ig Trinnss thedplaneed offor thewind trussoads only. • a" 12 12 N 14.00 14.007 M-4x12 M-4x12 I'6, a1,. M 1.5x4 M-1.5x4 N O O, o ** ain�® �c®� o 1 6 v 7 8 "' 5 M-3x10 M-3x8 M-7x8 M-3x8 M-4x10 O I y ), y y 3-05-12 3-04-04 3-04-04 3-08-12 y y 13-11 stip PR OF JOB NAME : POLYGON PLAN 3A NH - A3 Scale: 0.2495 c I /4// ..7 WARNINGS: GENERAL NOTES,unless otherwise noted: [ {' �:J "' 1.Builder and erection contractor sh'tuld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: A3 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 in ore stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr�r�rr po Y continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). (, DATE: 9/4/2014 the overall structure is the respont ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON j, 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. ,,gg__ �i^'../ SEQ. : 6049751 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, 4.2 -r7,(/1.' 1 ��\ T' design loads be applied to any component. and are for"dry condition"of use. t� TRANS I D: 407427 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 ryp {{ tt �P fabrication,handling,shipment and installation of components. ry• li fl I b1^' P Po 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPINvrCA in BCSI,copies of which will be furnished upon request. git coincideitwithzjoint nr nche. 9.Digits idsize of t plate intinches. Cl ) nn MiTek USA,InC.ICOmpuTruS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO RES:12i 31 i 2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(•449) 490 4-5=(-584) 647 4-1=(-407) 395 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( 0) 0 1-5=(-493) 490 WEBS: 2x4 KDDF STAND; 5.2=(-503) 451 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BDTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 387V -233/ 334H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 4.7" 269/ 404V 0/ OH 5.50" 0.65 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX IC PANEL LL DEFL = 0.528° @ 3'- 0.5' Allowed = 0.568" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.465° @ 3'- 1.3" Allowed = 0.852" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-01 0-03-12 MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" f T f MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2" NOTE:Design assumes moisture content does M-1.5x4 3 -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting I system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 14.00 V v M co A o co M-3x4 iy to 0 M 0 N IMIIIIIIIIIIIIIih..._ /- 4._� �. 5 -/ M-1.5x4 M-3x4 y 1, 6-04-12 ,0 PRQ,ce JOB NAME: POLYGON PLAN 3A NH - 62 .((.F., ire rs, Scale: 0.31201. ] �� WARNINGS: GENERAL NOTES,unless otherwise noted: CCtt(+yy p C- r� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual z.7G a•f"l- Truss: B 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,+ .y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �I�. DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by Imp is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -,..44‘41111110,'• tY.. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r-� !'�^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. ",7,r ,�q}__OREGON ^v SEQ. : 6049752 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: 407427 6 7 design loads be applied to any component. and are for"dry condition"of use. �� }r /4 2"Q ti44.- 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Dnesign . ,� t 7.Design assumes adequate drainage is provided. 1.. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. git coincideiindicate with jointanr lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTrus Software 7.6,6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -6) 124 5-6=(-615) 671 5.2=(•461) 413 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2.3=(-489) 516 2.6=(-519) 523 WEBS: 2x4 KDDF STAND; 3.4=( -20) 9 6-3=(-523) 482 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 421V -254/ 367H 5.50" 0.67 KDDF ( 625) OVERHANGS: 10.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 4.7" -292/ 415V 0/ OH 5.50" 0.66 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001' @ 0'--10.0" Allowed = 0.083" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" M,M2OHS,M18HS,M16 = MiTek MT series MAX TC PANEL LL DEFL = 0.519' @ 3'- 0.5' Allowed = 0.568' MAX TC PANEL TL DEFL = -0.458" @ 3'- 1.3" Allowed = 0.852" 6-01 0-03-12 MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2' T T MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2' 12 M-1.5x4 4 --/ NOTE:Design assumes moisture content does 14.00 7 not exceed 19% at time of manufacture. i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v A o M-3x4toCVfFill : x f- 5 � 6 -V M-1.5x4 M-3x4 y y y 0-10 6-04-12 C��.0 PROF, S JOB NAME : POLYGON PLAN 3A NH - 1 Scale: 0.2979co. rE,,, ,,, �WARNINGS: GENERAL NOTES,unless otherwise noted: r 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 ` t 92 a a P E 1- Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing mut be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to In ure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +terry; ��'"' Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON � r�a �. DATE: 9/4/2014 the overall structure is the respon ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ of E v �s�, 4.No load should be applied to any omponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ", Y SEQ. : 6049753 fasteners are complete and at no me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� ,� 2�'4,� git's design loads be applied to any component. and are for"dry condition"of use. 6 Y "L- TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �Q- fabrication,handling,shipment and Installation of components. Design ass r.,Aty V P Po 7.Design assumes adequate drainage is provided. t^I L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII II II III I VIII VIII I II I II IIII TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideiindicate withizjointacenter lines. 9.Digits indicate size of plate in inches. oO MiTek USA,IDC./CompuTfusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 =1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 95 2.14=(-1370) 4921 14- 3=( 0) 314 2x6 KDDF #1&BTR T2, T3 2- 3=(-5934) 1756 14-15=(-1373) 4918 3.15=( -376) 277 BC: 2x6 KDDF SS LOADING 3- 4=(-5598) 1909 15-16=(-1952) 5858 15- 4=( -448) 1733 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (P9) 4- 5=( 0) 0 16-17=(-2061) 6145 15- 6=(-1751) 843 2x4 DF STAND A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4772) 1691 17.18=(-1952) 5858 6-16=( -54) 609 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 31'- 0.0" V 6- 7=(-5999) 2204 18.19=(-1373) 4918 16- 7=( -320) 249 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0" TO 43'- 0.0" V 7- 8=(-5999) 2204 19.12=(-1370) 4921 7-17=( -320) 249 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 0.0" V 8-10=(-4772) 1691 17- 8=( -54) 609 9-10=( 0) 0 8-18=(-1751) 843 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10.11=(-5598) 1909 10.18=( -448) 1733 NOTE: 2x4 BRACING AT 24"OC UON. FOR IC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 31'- 0.0" 11.12=(-5934) 1756 18-11=( -377) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=( 0) 95 11.19=( 0) 314 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 20.0" 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" -1035/ 3674V -167/ 167H 5,50" 5.88 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 43'- 0.0" -1035/ 3674V 0/ OH 5.50" 5.88 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series CONE. 2: Design checked for net(-5 p50) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.016" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.303" @ 21'- 6.0" Allowed = 2.104" MAX TL CREEP DEFL = -0.601" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.106" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.175" @ 42'- 6.5" 0-06-11 0-06-11 NOTE:Design assumes moisture content does 1L'( 1L'r not exceed 19% at time of manufacture. 11-11-11 19.00-10 11-11-11 Design conforms to main windforce-resisting T T system and components and cladding criteria. 5-11-14 5-05-02 4-05-13 5-00-08 5-00-08 4-05-13 5-05-02 5-11-14 1' T T 640# T f f 1 640# T '' Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 / M-7x8(S) load duration factor=1.6, M-5x10 Q 7.00 5 =M-4x4 ,25' =M-4X4 y M-5x10 Truss designed for wind loads 6 7 8 in the plane of the truss only. M-3x4 M-3x4 1 O M-4x12 ''441r\V M-4x12 0 u;t 8 ... .. u 0 2r 14 15 1¢ '� '� 77 18 19 -1 3 8 M-1.5x4 M-3x10 U•25" 0.25' M-3x10 M-1.5x4 0 =M-8x8(S) =M-8x8(S) , , 5-10-02 5-05-02 6-10-07 6-08-11 6-10-07 5-05-02 5-10-02 , , 1-08 43-00 1-08 JOB NAME : POLYGON PLAN 3A NH - Cl Scale: 0.1509 „, ' �J(/1kitsyJ, , cS6 WARNINGS: ".4./ 17 / GENERAL NOTES,unless otherwise noted: rryy " 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 4 .1!92.OPE i Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction mpor 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Xr r K /wr continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). / Cr DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n I� 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,q"OREGONSEW. : 6049754 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. //+, '`), ,� ' +4.0 -S. TRANS I D: 40742 7 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 VV `?. fabrication,handling,shipment and installation of components. necessary. JI1'`A# 7.Designlaesassumes atedadequate drainageciso sJ.�' 1 1111111111111111111111111 8.This design is furnished subject to the limitations set forth by 8 Plates shall be tl on both faces of truss,and placed so their center TPIMIfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. r C�@+ 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:12/31/2015 111111111. 111. 11161 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2.14=(-824) 2487 3-14=(-142) 185 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1109 14-15=(-691) 2324 14- 4=( -38) 317 WEBS: 2x4 KDDF STAND; 3- 4=(-2725) 1105 15-16=(-529) 2175 4-15=(-468) 356 2x4 DF STAND A LOADING 4- 5=(-2275) 1040 16-17=(-529) 2175 15- 5=(-300) 814 'LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-728) 2189 15- 7=(-457) 187 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1921) 990 18-12=(-860) 2344 16- 7=( 0) 298 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1921) 990 7-17=(-457) 187 8- 9=( 0) 0 9.17=(-300) 814 LL = 25 PSF Ground Snow (Pg) 9.10=(-2275) 1040 17.10=(-468) 356 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2726) 1105 10-18=( -38) 317 ALL FLAT TOP CHORD AREAS NOT SHEATHED ;BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2898) 1109 18-11=(-142) 185 :LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 95 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 20.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -315/ 1996V -225/ 225H 5.50" 3.19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 43'- 0.0" -315/ 1996V 0/ OH 5.50" 3.19 KDDF ( 625) JT 2, 12: Heel to plate corner = 2.25" COND. 2: Design checked for net(-5 psfl uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.152" @ 21'- 6.0" Allowed = 2.104" MAX TL CREEP DEFL = -0.304° @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017' @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0" Allowed = 0.222" 0-04-15 0-04-15 MAX HORIZ. LL DEFL = 0.074" @ 42'- 6.5" 1" MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" 15-11-11 11-00-10 15-11-11 T NOTE:Design assumes moisture content does 5-03-04 5-00 5-03-08 5-06-05 5-06-05 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. "' f ' f T TT T T ' Design conforms to main windforce-resisting 1212 system and components and cladding criteria. 7.00 M-4x6 ; M-3x8 6 M-4x6 �7.00 • Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) .: ,;,, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 07 M-5x6(S) Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 0 .o 'o M 1.5x4 M-1.5x4 //\\ , 0 0 2 14 15 1 16 '14 1,7 18 ,^1 3 9 o M-3x8 M-3x4 �,25" M-1.5x4 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) > ), yi y > y > J, y 7-11 7-05-15 6-01 6-01 7-05-15 7-11 ), y 1-08 43-00 1-08 ,¢0 PROpec, JOB NAME : POLYGON PLAN 3A NH - C2 Scale: 0.1533 �{, 181 147 WARNINGS: GENERAL NOTES,unless otherwise noted: ! . ±{� ! r^'" /� 1.Builder and erection contractor sh mild be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C2 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 bracingto in Sure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at 001,0 P ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr_I! DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f OREGON I,CC SEQ. 4.No load should be applied to any-omponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. L-- O 4... `V S E Q. : 6049755 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, As design loads be applied to any component. and are for"dry condition"of use. (y, TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design necessary.assumes full bearing at all supports shown.Shim or wedge if 1 4''f QS fabrication,handling,shipment and installation of components. P R 14-' p Po 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI WTCA In SCSI,copies of which will be furnished upon request. git coincide with joint ain inches B. Digitssdsize of plate ein lines. a rt�7 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:12/31/2015 111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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) 95 2.14=(-1107) 2500 3-14=(-125) 178 BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1470 14.15=( -995) 2338 14- 4=( •31) 317 WEBS: 2x4 KDDF STAND 3- 4=(-2739) 1466 15-16=( -998) 2179 4.15=(-468) 276 LOADING 4- 5=(-2289) 1417 16-17=( -998) 2179 15- 5=(-406) 830 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-1033) 2189 15- 7=(-477) 333 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-1934) 1287 1B-12=(-1160) 2344 16- 7=( 0) 298 TOTAL LOAD = 42.0 PSF 7- 9=(-1934) 1287 7-17=(-477) 333 8- 9=( 0) 0 9.17=(-406) 830 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2289) 1417 17-10=(-469) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2740) 1466 10-18=( -31) 317 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2898) 1469 18-11=(-125) 178 ' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=) 0) 95 OVERHANGS: 20.0" 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -469/ 1996V -228/ 228H 5.50" 3.19 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc 43'- 0,0" -469/ 1996V 0/ OH 5,50" 3.19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I JT 2, 12: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.204" @ 27'- 2.3" Allowed = 2.104" MAX TL CREEP DEFL = -0.304" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017' @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.084° @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" 19-11-11 3-00-10- f 19-11-11 NOTE:Design assumes moisture content does 5-03-04 5 00 5-03-08 4 00-08 1610-124-00-08 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. 1-610-112 g Design conforms to main windforce•resisting 12 12 system and components and cladding criteria. 7.00 L- 7.00 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-3x8 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) 7 & M-5x6(S) load Trussddesigned uration ffor wind o6loads in the plane of the truss only. 0.25" 0.25" / .+ M-1°5x4 4\ M-1.5x4 1 \ • o o 2!� 14 15 '1 16 '' 17 18 1 3 o o M-3x8 M-3x4 0.25" M-1.5x4 0.25" M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y y y y y y y y y 7-11 7-05-15 6-01 6-01 7-05-15 7-11 ) y 1-08 43-00 1-08 JOB NAME : POLYGON PLAN 3A NH - C3 - IN ,� Scale: 0.1407 \ ”74/1)r � 7 L/1 WARNINGS: GENERAL NOTES,unless otherwise noted: fhI^1y{1 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 s 92 f P Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. l r 3.AddAionei temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by46000., is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �! 1. .. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON n It 4.No load should be applied to any component until after all bracing and 4, Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6049756 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. /",,"r,-"Al la 20 4.. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �-! /4, fabrication,handling,shipment and installation of components. necessary. +l RI` 7.Designassumes adequate ne hdrainage iso truss, a L 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of tNss,end placed so their center I IIIIII I I VIII VIII VIII VIII I III IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request, lines coincide withjoint center linea 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111HI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12806) 2744 1-10=(-2196) 10580 10- 2=(-1340) 5912 14- 7=(-438) 294 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=( -6774) 1374 10.11=(-2092) 10118 2.11=(-4860) 1190 7-15=( 0) 302 2x8 KDDF #1&BTR B13. 4=( -4012) 820 11.12=(-1016) 5698 11- 3=( -522) 2698 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -2656) 814 12.13=) -436) 3336 3.12=(-2796) 688 2x4 DF STAND A; 'LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -2658) 792 13-14=( -424) 2662 12- 4=( -286) 1690 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -3204) 878 14-15=( -662) 3028 4-13=(-1854) 498 TOTAL LOAD = 42.0 PSF 7- 8=( -3704) 924 15- 8=( -660) 3030 13- 5=( -482) 2182 TC LATERAL SUPPORT <= 12"OC. UON. 8. 9=( 0) 94 13- 6=( -836) 518 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 6-14=( -78) 464 ADDL: BC CONC LL+DL= 585.0 LBS @ 2'- 0.0" OVERHANGS: 0.0" 20.0" ADDL: BC CONC LL+DL= 6101.0 LBS @ 3'- 3.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -1732/ 8066V -304/ 293H 5.50" 12.90 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 43'- 0.0" -446/ 2428V 0/ OH 5.50' 3.89 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. JT 1: Heel to plate corner = 2.50" ( 2 ) complete trusses required. :GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.: Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.108" @ 14'- 4.2" Allowed = 2.104" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.332" @ 14'- 4.2" Allowed = 2.806' 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.004" @ 44'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.005" @ 44'- 8.0" Allowed = 0.222" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.039" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.100' @ 42'- 6.5" 21-06 21-06 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3-05-12 4-01.15 7-00 6-10-04 7-00-05 7-00-05 7-05-06 Design conforms to main windforce-resisting T T T '1' T T T system and components and cladding criteria. 12 12 7.001/ M-4x6 7.00 Wind: (All40 mHeights),9Enclosed,4Cat.2, Exp.B ASCE 7-10, 4.0" load duration factor=1.6, 5 +4' Truss designed for wind loads M-5x6(S) \ M-5x6(S) in the plane of the truss only. 0.25" 0.25" if +I M-3x6 M-3x4 M-3x10 0 M-4x12 e 0 000.0V I - o A� 10 11 2'< 13 '(14 15 ~` 0 1 '' 8 0 0 M-4x12 0.25" b.25" M-3x8 0.25" M-1.5x4 M-3x6 0 Ilr58 # =M-10x10(S) M-5x6(S) M-5x6(S) 6101# , 3-03 4-01-03 7-00 7- 1-12 7-03-13 6-10-09 7-03-10 43-00 1-08 00 PRp,c � JOB NAME : POLYGON PLAN 3A NH - 4 GIRD Scale: 0.1388 . l �'IN 17 WARNINGS: GENERAL NOTES,unless otherwise noted: .4. s(1+'t C] ^' 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 F Truss: C4 GIRD and Warnings before construction mmences. building component.Applicability of design parameters and proper 2.204 compression web bracing mu be installed where shown+, incorporation of component is the responsibility of the building designer. 4000,000r ' 3.Additional temporary bracing to In ure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f DES. BY: LJ is the responsibility of the erector. dditionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .+*r�mrw Po y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y� /-�n DATE: 9/4/2014 the overall structure is the respon ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ VEswN 4.Na load should be applied to any mponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 V SEQ. : 6049757 fasteners are complete and at no me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �," '"9,y a " design loads be applied to any component. end are for"dry condition"of use. 1 . TRANS I D: 407427 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 necessary. `jvl ' CS/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Fii1t- 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 IIIIII VIII IIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. Digit coincideicwith jointcenter nche. e.Dress ini dsize oplate in inches. c* MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 95 9.10=(-181) 1564 1. 9=( -96) 75 5.13=(•128) 612 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1827) 467 10-11=(-203) 1780 9. 2=(-2070) 419 13- 6=(-303) 234 WEBS: 2x4 KDDF STAND 3. 4=(-1877) 566 11-12=(-153) 1418 2-10=( 0) 482 LOADING 4. 5=(-2009) 580 12-13=(-226) 1843 10- 3=( •296) 107 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2596) 595 13- 7=(-361) 2200 3-11=( •383) 293 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•2725) 514 11- 4=( -181) 753 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 4.12=( -244) 1087 OVERHANGS: 0.0" 20.0" 12- 5=( -724) 347 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SD,IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0° -255/ 1699V -343/ 290H 5.50' 2.72 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -339/ 1873V 0/ OH 5.50" 3.00 KDDF ( 625) JT 7: Heel to plate corner = 2.50" [COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.120" 8 25'- 4.8" Allowed = 1,942" MAX TL CREEP DEFL = -0.232' 8 25'- 4.8" Allowed = 2.589" MAX LL DEFL = -0.017" 8 41'• 5.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" 8 41'- 5.0° Allowed = 0.222" MAX HORIZ. LL DEFL = 0.055" 8 39'- 3.5" MAX HORIZ. TL DEFL = 0.087" 8 39'- 3.5" 18-03 21-06 f NOTE:Design assumes moisture content does 4-01-03 7-00-14 7-00-14 7-00-14 7-00-14 7-04-03 not exceed 19% at time of manufacture. ,rT T 1' '( T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7,00 / M-4x6 44„ Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;' load duration factor=1.6, NI Truss designed for wind loads M-5x8(5) M-5x8(S) in the plane of the truss only. 0°25° 0.25" M-3x6 M-1°5x4 M-1.5x4 000,A o , . oo1 ._ _.. o CU f- 9 M-3x6 M-3x4 0.25" 0.251' M-3x4 M-3x617 0 M-5x6(S) M-5x6(S) , 5-06-03 8-05-14 8-05-14 8-05-14 8-09-03 y y 39-09 1-08 (t,D PROrz- JOB NAME : POLYGON PLAN 3A NH - C5 c' �7}r�1iI1nL�IE l'-' �,� Scale: 0.1507 rt?� l�f 1 -!(t t s WARNINGS: GENERAL NOTES,unless otherwise noted 9(�2+^� p 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 =�� 2*8{"E r. Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,,r^� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.. ! 11IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 618 12.13=(-180) 254 12- 1=(-1606) 573 17- 9=(-136) 131 BC: 2x4 KDDF #1&BTR ISPACED 24.0" O.C. 2- 3=(-1865) 771 13.14=(-424) 1643 1-13=( -489) 1574 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 14-15=(-538) 1865 13- 2=( -423) 254 LOADING 3. 5=(-1520) 706 15-16=(-538) 1865 2.14=( -98) 107 TC LATERAL SUPPORT <= 12"OC. UON. L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1722) 757 16-17=(-559) 1993 14- 3=) -169) 612 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17-10=(-643) 2163 14- 5=( -647) 258 TOTAL LOAD = 42.0 PSF 7- 8=(-2045) 829 15- 5=( 0) 316 8- 9=(-2509) 831 5.16=( -318) 175 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2678) 828 7-16=( -189) 706 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 95 16- 8=( -484) 170 :OTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( 0) 325 IVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" HE 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) M-1.5x4 or equal at non-structural 0'- 0.0" -393/ 1656V -261/ 207H 5.50" 2.65 KDDF ( 625) vertical members (uon). 39'- 9.0" -458/ 1879V 0/ OH 5.50" 3.01 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.116" @ 23'- 11.3" Allowed = 1.942" MAX TL CREEP DEFL = -0.216" @ 23'- 11.3" Allowed = 2.589" JT 10: Heel to plate corner = 2.50" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.049" @ 39'- 3.5" 16-08-11 3-00-05 20-00 MAX HORIZ. TL DEFL = 0.081" @ 39'- 3.5" '( '' '' '1 NOTE:Design assumes moisture content does 6-03-10 6-00-02 4-01-08 1-10-12 1, 4-05-04 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. 4 T1-066iiM-4x4+ Design conforms to main windforce-resisting M-3/4+ system and components and cladding criteria. M-4x6 M-4x6 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x8 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), * load duration factor=1.6, 7.00) .. Truss designed for wind loads in the plane of the truss only. M-5x6(S) 12 M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 0.25" "---...I 7.00 �: 1) M-1.5x4 M-3x6 + cow 0 v ,N,_,N,_ 12 o 0 8 i� to ** 'l' 15 'f 16 17 - 11 1 o 12M-1.5x4 M-3x8 ,0.25" M-1.5x4 0.25' M-3x4 M-3x6 0 M-5x8(S) M-5x8(S) 1, y y 1, ), y ), y 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 y y 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - 6 �`` �N � `,2 Scale: 0.1689 \ WARNINGS: GENERAL NOTES,unless otherwise noted: Ie,r• v(�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 =.7G OPE Truss: C6 end Warnings before construction mmences. building component.Applicability of design parameters and proper 2.204 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to in re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector. dditionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .1� ' P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .„..0°,48,10t DATE: 9/4/2014 the overall structure is the respon bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fy�E f I`' frZ 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON ^y SEQ. : 6049759 fasteners are complete and at no t e should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, i design loads be applied to any co ponent. and are for"dry condition"of use. f� '}' 14' n A. TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �Q fabrication,handling,shipment and installation of components. Dnesign . t"* R l P P 7.Design assumes adequate drainage is provided. C: R 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 1111111111111111111 TPIIVJfCA in SCSI,copies of which will be furnished upon request. Des Indicate withizjointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015. 111111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 513 12-13=(-179) 253 12- 1=(-1606) 485 17- 9=(-142) 138 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-1865) 636 13.14=(-330) 1619 1.13=( -393) 1574 WEBS: 2x4 KDDF STAND 3. 4=( 0) 0 14.15=(•409) 1833 13- 2=( -423) 220 LOADING 3- 5=(-1519) 599 15.16=(-409) 1833 2-14=( -131) 115 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1742) 671 16-17=(-476) 1993 14- 3=( -176) 611 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17-10=(-565) 2163 14- 5=( -651) 238 TOTAL LOAD = 42.0 PSF 7- 8=(-2069) 730 15- 5=( 0) 316 8- 9=(-2531) 737 5.16=( •298) 103 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2685) 735 7-16=( -130) 691 ALL FLAT TOP CHORD AREAS NOT SHEATHED • 10-11=( 0) 95 16- 6=( -482) 176 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8.17=( 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" 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) ** For hanger specs. - See approved plans 0'- 0.0" -310/ 1656V •261/ 207H 5.50" 2.65 KDDF ( 625) 39'- 9.0" -409/ 1879V 0/ OH 5.50" 3.01 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I JT 10: Heel to plate corner = 2.50" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.111" @ 23'- 11.3" Allowed = 1.942° MAX TL CREEP DEFL = -0.216" @ 23'- 11.3" Allowed = 2.589° MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167° MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222° MAX HORIZ. LL DEFL = 0.048" @ 39'- 3.5" 12-08-11 7-00-05 20-00 MAX HORIZ. TL DEFL = 0.080" @ 39'- 3.5" T T T T NOTE:Design assumes moisture content does 6-03-10 6-00-02 0-04-15 5-06-05 �1-0 T 4-05-04 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. 12 M-1.5x4+ M-4x4+ 12 Design conforms to main windforce-resisting 7.00 7.00 system and components and cladding criteria. M-4x6 M-3x4+ M-4x6 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 M-3x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 load duration factor=1.6, ' ... , Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 0.25" ,off +. M-1°5x4 M-3x6 + 0'` 0 v111111111/ o 0 N,- 1122** 13 1 15 16 17 +1r 1 o M-1.5x4 M-3x8 $ T•25° M-1.5x4 0.25' M-3x4 M-3x6 c M-5x8(S) M-5x8(S) 1, ), y ), ), y y 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 y ), y 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C7 Scale: 0.1689 .c..„. t??\\ffyy0 N'N QF ,-/ WARNINGS: GENERAL NOTES,unless otherwise noted: „t�r �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7X92*9 PE r Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o,c.respectively unless braced throughout their length by ,0°- 4201101P p r • p y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ./' ii ir DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4, Installation of truss is the responsibility of the respective contractor. 7 -•cr SEQ. : 6049760 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, 4f,,.r2-°\ Ntt,A` �'. design loads be applied to any component. and are for"dry condition"of use. c,/ }f 1 4 2- `- TRANS I D: 407427 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. l'° 1 7.Design assumes atedadequate draothi face Is truss, �,,.Y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII I I I IIII VIII IIII IIII IIII TPIANfCA in BCSI,copies of which will be furnished upon request. git coincide with jointain inches.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 ry/31/2015 111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(•380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF 0/1&BTR SPACED 24.0" O.C. 2- 3=(-2340) 553 9.10=(-229) 1924 9- 3=( -37) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1694) 504 10.11=(-241) 1804 3.10=(-724) 284 LOADING 4. 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(-312) 1292 IC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5.11=( -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11. 6=(-257) 209 OVERHANGS: 0.0" 20.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Conn C,nncoCpa (or no prate = orspuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -258/ 1669V -284/ 273H 5.50° 2.67 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50' 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 ssf( uplift at 24 "oc spacinc.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123" @ 19'- 9.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.250" @ 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 39'• 3.5" 19-09 20-00 NOTE:Design assumes moisture content does not exceed 19°s at time of manufacture. T f f f f 6-06-10 6-06 05 6-OS-01 T 6-08-01 6-06-05 6-09-10 , Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 7.00[7' M-4x6 7.00 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ,(--,f load duration factor=1.6, NII Truss designed for wind loads in the plane of the truss only. 3.1 M M-5x6(S) -5x6(5) 41, 0.25" 0.25" 4t 0 +I M-1.5x4 M-1.5x4 \ •4- m M-5x6 0 0 C, ..:1' .. p_ ...11 \ o 0 1 M-3x4 10.25" M-3x4 M-3x6 7 0 M-5x8(S) 9-10-10 9-10-Q6 9-10-06 10-01-10 y y ) 39-09 1-08 G4 ,0 PR°fi.cS JOB NAME : POLYGON PLAN 3A NH - C8 Scale: 0.1549 ti`s �S0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44.l '7/4/1 1: •c��y p 1.Builder and erection contractor she old be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual J21111r E r- Truss: C8 and Warnings before construction:ommences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mus be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.4dditionaipermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by mercy P b continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON IQ�� DATE: 9/4/2014 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. 'f7 ,,gy�pp__ -+•i SEQ. : 6049761 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�, °J, ��''y�` . design loads be applied to any component. and are for"dry condition"of use. 6 1' TRANS I D: 40742 7 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 0" fabrication,handling,shipment and installation of components. necessary. lt"R IR f` t P P 7.Designlaesassumesadequateon etlth faces eistrus,provided. '�r'1 tL5•• 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 110 HI M III III(III I 111 III I Ell HI TPI VYfCA in BCSI,copies of whits will be furnished upon request. git coincide with jointanr lines. 9.Digits indicate size of plate in inches. c1 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 11E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=(-2583) 554 1. 9=(-380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-2340) 553 9-10=(-229) 1924 9- 3=( -37) 492 WEBS: 2x4 KDDF STAND 3. 4=(-1694) 504 10.11=(-241) 1804 3-10=(-724) 284 LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5.11=( -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11- 6=(-257) 209 OVERHANGS: 0.0' 20.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -258/ 1669V -284/ 273H 5.50° 2.67 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123" @ 19'- 9.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.250" @ 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does I T .( not exceed 19% at time of manufacture. T 6-06-10 6-06-05 6-08-01 6-08-01 6-06 05 6-09-10 < < T I , < Design conforms to main windforce-resisting system and components and cladding criteria. 12 7.00 V M-4x6 12 7.00 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ,f71' load duration factor=1.6, ' 4341.1 \ Truss designed for wind loads M 5x6 S in the plane of the truss only. ( ) 3 1 M-5x6(5) 0.25" 0.25" ,t.. o0 \\-Et/1\10100,, M-1.5x4 M-1.5x4 o M-5x6 0 I 1** 9 i 'f 11 11. 8 o M-3x4 8.25" M-3x4 M-3x6 o M-5x8(S) y y y /' J., 9-10-10 9-10-06 9-10-06 10-01-10 y ) 39-09 1-08 JOB NAME : POLYGON PLAN 3A NH - C9 �� No s Scale: 0.1549 a {G1li l//t„0 {fes WARNINGS: GENERAL NOTES,unless otherwise noted: {C/ *7++yy_/!1 p7 -5s 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 Ct. -921i•f E %-- Truss: C9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. < 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'c.c.and at 10'o.c.respectively unless braced throughout their length bym "" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rF CC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON v 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '"P"y 2(f SEQ. : 6049762 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, F i7 design loads be applied to any component. and are for"dry condhion"of use. "%D '�}' 14, 2"0 - . TRANS I D: 40742 7 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 J (y fabrication,handling,shipment and installation of components. necessary. /11,. fi RIO V 7.Designlaesassumes adequate drainage iso truss, 1 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 -...„„„.... 11111111111111111 TPI VVTCA in SCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12/31/2015 IIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1-10=(-363) 2159 2-10=(-240) 228 6.14=( 0) 379 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2- 3=(-2350) 575 10-11=(-228) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11.12=( -8) 57 3-11=(-723) 280 7-15=(-172) 1133 LOADING 4- 5=(-2236) 686 13-14=(-366) 2382 11- 4=(-118) 665 IC LATERAL SUPPORT <= 12"OC. UON. ALL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 528 14-15=(-625) 3139 11-13=(-142) 1315 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4-13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12.13=( 0) 68 OVERHANGS: 0.0" 20.0" 8- 9=( 0) 95 13- 5=(-399) 272 LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 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" -247/ 1669V -282/ 271H 5.50" 2.67 KDDF ( 625) ** For hanger specs. - See approved plans 39'- 9.0" -319/ 1866V 0/ OH 5.50" 2.99 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 = -0.167" @ 25'- 2.6" Allowed = 1.942" MAX TL CREEP DEFL = -0.331" @ 25'- 2.6" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0' Allowed = 0.222" 19-09 20-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" T T '1 MAX HORIZ. TL DEFL = 0.161" @ 39'- 3.5' 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2.07-04 T T T '( '( '1' T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. M-4x6 7.001/ ""---.1 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 44( Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5X6(S) �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x4 Truss designed for wind loads 0"25" in the plane of the truss only. M-5x6(5) 0.25" M-1.5x4 i/Ak . • IIIIIIIIII�t, M-3x6 o M-5x6 �' M-4x8 0 AL �,� ' ` *r 10 1 12 M-3x4 M-5x6 8 C. M-3x4 0.25" M-1.5x4 0 o M-5x10(S) M-6x8 **2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 J, y J' y )' .. ,C 9-09-12 9-09-08 5-06-08 , 6-04-12 5-09 2-05-08 , y 25-03-08 12-00 2-05-081.08. 39-09 ),1-08 �,t0 PR OF'�51 JOB NAME : POLYGON PLAN 3A NH - C10 Scale: 0.1458 ` 11 °� WARNINGS: GENERAL NOTES,unless otherwise noted: [� ,e 72 i tr 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 G Truss: C 0 and Warnings before construction commences. building component.Applicability of design parameters and proper ..r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ is the responsibility of the erector.4dditionalpermanent 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). IC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' # AA'�OJ 'V SEQ. : 6049763 fasteners are complete and at not me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -`7, �N� 4, design loads be applied to any component. and are for"dry condition"of use. ,�' 14 �. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �}I �` fabrication,handling,shipment and installation of components. necessary. ,Y/ R y 1� P Po 7.Design assumes adequate drainage is provided. 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII IIII IIII IIII TPIMIrCA in SCSI,copies of which will be furnished upon request. Digitsgit coincide with joint anr lines. 9.linesindicate size of plate in inches. t- r�(o n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12!31/201:5 1E 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1-10=(-363) 2159 2.10=(-240) 228 6-14=( 0) 379 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(•2350) 575 10.11=(-228) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11.12=( -8) 57 3-11=(-723) 280 7.15=(•172) 1133 LOADING 4- 5=(-2236) 686 13.14=(-366) 2382 11- 4=(•118) 665 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 528 14.15=(•625) 3139 11.13=(-142) 1315 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4-13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12-13=1 0) 68 OVERHANGS: 0.0" 20.0" 8- 9=( 0) 95 13- 5=(-399) 272 LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 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) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -247/ 1669V -282/ 271H 5.50' 2.67 KDDF ( 625) 39'- 9.0' -319/ 1866V 0/ OH 5.50° 2.99 KDDF ( 625) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6" Allowed = 1.942" MAX TL CREEP DEFL = -0.331" @ 25'- 2.6' Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222' 19-09 20-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.161° @ 39'- 3.5° 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 f 1' f T T 1' T T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.00 I/ M-4x6 '4417.00 Design conforms to main windforce•resisting 4.0" system and components and cladding criteria. 4 44( (i` Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-15x4 Truss designed for wind loads ,0.25" in the plane of the truss only. , M-5x6(5) M-1.5x4 0.25" to +1 M-3x6 CD M-5x6 �� �M� M-4x6 0 I.• r✓ `- pi l 13 r° 14 15 ++ �` I o *r 10 i 12 o M-3x4 a • o M-3x4 b.25" M-1.5x4 o M-5x6 0 M-5x10(S) M-6x8 **W�(2)DMEG3X4 TYP. 3.75 J, ), y y ), J, 12y y 9-09-12 9-09-08 5-06-08 , 6-04-12 5-09 ?-05-0$ , y 25-03-08 12-00 2-05-081-08, 39-09 1-08 0 PROpe JOB NAME : POLYGON PLAN 3A NH - D4 ��. Iln1tr//A�n s, Scale: 0.1458 I li f ' - WARNINGS: GENERAL NOTES,unless otherwise noted: cc--11..'�yy t�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 7 921 IIE-L Truss: D4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ;,,�� r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o,c,and at 10'o.c.respectively unless braced throughout their length by p ty permanent of continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). �t -- 4510.0- DES. py„ DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ r�h /+,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. 4" OREGON GCtN tX ^+d SEQ. : 6049764 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. DD wedge / 0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if 14, gyp. nfabrication,handling,shipment and Installation of components. ecessary. jar P't Al i { 7.Designassumes atedadequate drainage iso truss, t».5r 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII I IIII II IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 11111111 11 This design prepared from computer input by 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) 95 2-11=( -723) 2220 3.11=(-277) 317 15. 8=(-759) 446 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2- 3=(-2645) 1052 11.12=( -519) 1854 11- 4=(-148) 595 8-16=(-375) 1140 WEBS: 2x4 KDDF STAND 3. 4=(-2411) 1085 12.13=( -17) 58 4.12=(-746) 494 LOADING 4- 5=(-1716) 927 14.15=( -787) 2401 12- 5=(-264) 680 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2256) 1242 15-16=(-1225) 3159 12.14=(-215) 1329 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2259) 1030 16- 9=(-1363) 3549 5-14=(-678) 1130 TOTAL LOAD= 42.0 PSF 7- 8=(-2872) 1117 13-14=( 0) 68 OVERHANGS: 20.0" 20.0" 8- 9=(-4312) 1661 14- 6=(-399) 454 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 95 14- 7=(-659) 316 Connector plate prefix designators: 7-15=( 0) 380 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -318/ 1870V -289/ 289H 5.50" 2.99 KDDF ( 625) 40'- 0.0" -318/ 1870V 0/ OH 5.50' 2.99 KDDF ( 625) COND. 2: Design checked for net -5 .sf u.lift at 24 "oc s.acinf. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.190" @ 25'- 5.6" Allowed = 1.954' MAX TL CREEP DEFL = -0.339" @ 25'- 5.6" Allowed = 2.606" 20-00 MAX LL DEFL = -0.017" @ 41'- 8.0' Allowed = 0.167" 20-00 MAX TL CREEP DEFL = -0.021" @ 41'- 8.0' Allowed = 0.222" 7-06-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-0L MAX HORIZ. LL DEFL = 0,098" @ 39'- 6.5" T 1' ' f T '1' T T MAX HORIZ. TL DEFL = 0.164" @ 39'- 6.5" 12 M-4x6 7.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4.0" 5 ,4 Design conforms to main windforce-resisting system and components and cladding criteria. M-5x6(S) 12 c Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 M-1.5x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I 0.25" load duration factor=l.6, 0 M-5x6(S) inuthedplaneeoffthewtrussoonly. 0.25" M-1.5x4 ,* :M-3x61/Ak j� M-4x8 D o- 2 \ i �` o �, 11 1 13 M-6x8 c.' M-3x4 Mi65x6 9 0 o o [M-3x6 M-3x4 6.25" 0 0 M-5x10(S) M-1.5x4 ..2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 y ), y y y y y y 10-00-12 9-09-08 5-06-08 , 6-04-12 5-09 2-05-08 ),1-08; y 25-06-08 12-00 2-05-0$ , lik0 1-08 40-00 1-08 ) PROPe JOB NAME : POLYGON PLAN 3A NH - 3 <(. sale: 0.1407 � �� s,fpx WARNINGS: GENERAL NOTES,unless otherwise noted: {�+�'+.f n C. Y-" 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 t"1:.. Truss: D3 and Warnings before construction mmences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mu be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to in ure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� DES. BY: LJ is the responsibility of the erector. dditionalpermanent bracingof 2'0.0.and at 10'o.c.respectively unless braced throughout their length by {fir i " P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' [ DATE: 9/4/2014 the overall structure is the respon ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f OREGON tx 14 � SEQ. : 6049765 4. No load should be applied to any mponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "7 fasteners are complete and at no me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,- and are for"dry condition"of use. /6 design loads be applied to any component 1 , TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.e assumes full bearing at all suppods shown.Shim or wedge if �}I t7 T' fabrication,handling,shi ment and installation of con onents. sign ass 'd"f, `t's t - V P P 7.Design assumes adequate drainage is provided. +'I R L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .�..._-- IIIIII VIII IIII VIII III I VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideinwith joint nr nche. 9.Digitssndsize of tplate ein inches. ❑ o MiTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2.15=(•1026) 2239 15- 3=( 0) 223 11-23=( -37) 287 2x6 KDDF H1&BTR T3 SPACED 24.0" O.C. 2- 3=(-2739) 1391 15.16=(-1028) 2237 3.16=( -312) 191 23-12=(-820) 473 BC: 2x6 KDDF k1&BTR 3- 4=(-2372) 1386 16-17=(-1089) 2305 16- 4=( -423) 852 12.24=(•556) 1228 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(•1966) 1253 17-18=(-1158) 2463 16- 5=( -653) 423 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 18-20=( -48) 98 5.17=( -53) 325 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(•2318) 1470 20.21=( 0) 0 17. 7=( -312) 127 IC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2553) 1595 19.22=(•1283) 2557 18- 7=( -183) 195 BC LATERAL SUPPORT <= 12"OC. UON. 8.10=( 0) 0 22.23=(-1248) 2558 18.19=(•1117) 2383 LL = 25 PSF Ground Snow (Pg) 9-10=(-2171) 1350 23-24=(-1710) 3371 7-19=( -182) 187 10.11=(•2583) 1506 24-13=(-1918) 3809 20-19=( 0) 87 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3030) 1596 19- 9=( -42) 298 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-4554) 2302 9-22=( -689) 454 13-14=( 0) 95 10.22=( -491) 985 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 22-11=( -471) 264 OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -424/ 1870V -169/ 169H 5.50" 2.99 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -424/ 1870V 0/ OH 5.50" 2.99 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc snacins.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 15 11-11 8-00 10 15-11-11 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 5 05 0-04-08 4-10 12 3 10-03 4-03-14 f MAX LL DEFL = 0,204" @ 24'- 7.3" Allowed = 1.954" MAX TL CREEP DEFL = -0.319" @ 24'- 7.3" Allowed = 2.606° T f 14f T TT f T T MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 5-11-12 3-10 3-10-12 0-04-04 4-03-14 2-09 MAX TL CREEP DEFL = -0.021° @ 41'- 8.0" Allowed = 0.222" T T T TT T i1 T T T 1' 11-09-08 11-09-08 MAX HORIZ. TL DEFL = 0.134" @ 39'- 6.5" 12 M-3x: M-3x4 12 NOTE:Design assumes moisture content does 7.00 ''',.]7.00 not exceed 19% at time of manufacture. M-4x6 M-4x6 Design conforms to main windforce-resisting M-3x8 system and components and cladding criteria. M-5x6(S) 5 7 9 M-5x6(S) Wind: 140 mph, h=23.3ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 0 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=1.6, /1x6M3X8 Truss designed for wind loads in the plane of the truss only. 19T0 Lc _ RI-El - , n 22 23 24 . r 15 1 17 18 zD 2) cM-3x8 M-3x4 1 a o o M-3x10 M-1.5x4 06.25" M-3x4 M-6x8 M-7x8 o M-6x8 0 M-7x8(S) M-1.5x4 **2X WEDGE W/(2) M-3X4 TYP. 3.75 12 J' y y y y 0-11104 , y ,) ,, J, y 5-10 5-05 4-03-04 4-01-08 4-11-08 y 3-02-07 4-05-10 4-03-14 -05.0p , 1-08, 24-09 , , 12-09-08 2-05-0$I-08 y y 25-06-08 0-09-08 14-05-08 y 1-08 40-00 1-08 JOB NAME : POLYGON PLAN 3A NH - D2 t0 PR Ore, Scale: 0.1406 �� ( t L1/Q1' WARNINGS: GENERAL NOTES,unless otherwise noted: 4:,-;.'w {I C�1rl+l�-1!J 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 .92+1 P E 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 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , 4914010619. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood ) r" " DATE: 9/4/2014 responsibilitybuilding designer. required where sown.idrywall(BC. the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing where shown++ '� SEI� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 44 W 4j .S. TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. / 'Q)r^ rZ� .�,_, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /4, fabrication,handling,shipment and installation of components. necessary. fir R A i i t 7.Design assumes equate drainage is provided. 4.5.E 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 I IN 1113110 II I VIIIVIII VIII Mg I II IIII TPI/WfCA in BCSi,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. r MiTek USA,Inc./CofnpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-7988(MiTek) EXPIRES:12/31/2015 MAI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 95 2-15=(-1208) 4537 15- 3=( 0) 333 11-23=( 0) 448 2x6 KDDF #1&BTR T22- 3=(-5477) 1562 15-16=(-1211) 4534 3-16=( -395) 270 23.12=(-1347) 230 BC: 2x6 KDDF #1&BTR LOADING 3. 4=(-5115) 1716 16.17=(-1618) 5102 16- 4=( -409) 1586 12.24=( -508) 2413 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 17-18=(-1732) 5404 16- 6=(-1445) 678 2x4 DF 2400F A; TC UNIF LL 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4352) 1523 18.20=( -56) 173 6.17=( -101) 563 2x4 KDDF #1&BTR B; TC UNIF LL 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 28'- 0.0' V 6- 7=(-5127) 1866 20.21=( 0) 0 17- 7=( -535) 238 2x4 KDDF STUD C IC UNIF LL 50.0)+DL( 14.0)= 64.0 PLF 28'- 0.0' TO 40'- 0.0" V 7. 8=(-5651) 2044 19.22=(-1806) 5657 18- 7=( -421) 326 BC UNIF LL 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8.10=(-4805) 1657 22.23=(-1456) 5291 18.19=(-1687) 5270 TO LATERAL SUPPORT <= 12"0C. UON. 9.10=( 0) 0 23.24=(-1675) 6627 7.19=( -124) 377 BC LATERAL SUPPORT <= 12"0C. UON. TC ONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10-11=(-5607) 1876 24.13=(-1873) 7487 20.19=( 0) 130 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 28'- 0.0" 11.12=(-6195) 1825 19- 8=( -59) 507 12.13=(-8925) 2330 8-22=(-1522) 727 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=( 0) 95 10.22=( -501) 1848 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22.11=( -572) 273 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -930/ 3422V -166/ 166H 5.50" 5.48 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -930/ 3422V 0/ OH 5.50' 5.48 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series COND. 2: Design checked for net/-5 csf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.016" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.317" @ 24'- 7.3" Allowed = 1.954" 0-0�6�-14 0-06-14 MAX TL CREEP DEFL = -0.630" @ 24'- 7.3" Allowed = 2.606" MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 11-11-11 16-00-10 11-11-11 MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" 1' MAX HORIZ. LL DEFL = 0.159" @ 39'- 6.5" 5-11-12 5-05 3-03.01 4-03-04 5-03 3-03-05 4-03-14 4-03-14 2.09 MAX HORIZ. TL DEFL = 0.263' @ 39'- 6.5" f�640# 6 NOTE:Design assumes moisture content does 11-09-08 �640# 11-09-08 not exceed 19% at time of manufacture. 12 M-4 12 Design conforms to main windforce-resisting i M- x4 ( X8 M- x4 0 5x10 12 system and components and cladding criteria. 7.00 V ./ - T .-_ Q 7.00 Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 1 load duration factor=1.6, + Truss designed for wind loads +: A in the plane of the truss only. M-4x8 _o M-4x10 . idem`18M-3x18 0 .� se -- ti 22 23 24 1, 0 2e%-'' 15 i6 17 1 20 21 °M-3x8 =M-4x4 1 4 0 o M-1.5x4 0.25" M-3x4 M-6x8 M-7x10 0 M18HS-7x14 O M-1.5X4 **2X WEDGE M-7x8(S) W/(2) M-3X4 TYP. 3.751 12 y .1 y , y o �1 04 , ), , , J y 5-10 5-05 4-03-04 4-01-08 4-11-08 y 3-02-07 4-05-10 4-03-14 2-05-0� 1-08 24-09 y , 12-09-08 2-05-0 y y 25-06-08 0-09-08 14-05-08 y y 1-08 40-00 1-08 , 0 PR Ores JOB NAME: POLYGON PLAN 3A NH - D1 Scale: 0.1305 c. GENERAL NOTES,unless otherwise noted: + '���p � WARNINGS: 4t 3 9211 I r E C'-- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mu.t be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to in sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 is the responsibilityof the erector.Additionalpermanent bracingof 2'continuous and at 10'o.c.respectively unless braced throughout their length by ,,,r.+'r,�l. DES. BY: LJ sheathing such as plywood sheathing(TC)and/or drywall(BC). r^� DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON! ( �� ICC SE /� 4.No load should be applied to any romponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. O,t 4� W S E Q. : 6049767 fasteners are complete and at no ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �, design loads be applied to any component. and are for"dry condition"of use. t�, TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnit y umes full bearing at all supports shown.Shim or wedge if 7r-�t'11 S fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. M 'Cf A11-^1"" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII IIII IIII IIII TPI N/rCA In BCSI,copies of which will be furnished upon request. git coincide with joint ain inches.9. Digitssoticde size of plate ein lines. C b n MiTek USA,Inc./CompuTrus ua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 118 5.6=(-261) 253 5-2=(-404) 214 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-139) 127 2.6=(-220) 238 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6.3=(-150) 157 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0,0" -55/ 442V -110/ 156H 5.50' 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 206V 0/ OH 5.50" 0,33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.014" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.017" @ -1'- 8.0" Allowed = 0.222" 3-09 04 0-03-12 MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.025" @ 2'. 1,0' Allowed = 0.369" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.5" 7.00 V MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5' M-1.5x4 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, P Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M 3x4 in the plane of the truss only. v 40/ 0 -4- in to 0 Co 0 N I mum II immi 5►� ��6 M-1.5x4 M-3x4 J' y 1-08 4-01 „to P'RoFe JOB NAME : POLYGON PLAN 3A NH - E2 t / Scale: 0.4901 ( {/ > 4// -A WARNINGS: GENERAL NOTES,unless otherwise noted: -7+t��y C r] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92**PE r Truss: E 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown♦, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by mm� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d � ` DATE: 9/4/2014 responsibilitybuilding gImpact rAcq gcr ) ywa8(eC). it the overall structure Is the res onsibilit of the designer. 3.2x bridgingor lateral bracingrequired where shown++ rra�y OREGON 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. 7T ,q'OREGON lel SE / +Q design loads be applied to any component. and are for"dry condition"of use. / '"/}r^ 1 4 ?P �-.., dC TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Dnesign assumes s. 1111:l f j i 4 7.Passumesceonedthi isprovided.sa 11 1.-5• 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center MINI IIIII IIIII III I IIIII IIIA 11 11 IIIII III TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. e.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-1888(MiTek) EXPIRES.12 2,/31/2015 111111IIl This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 118 5-6=(-261) 253 5-2=(-404) 214 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 127 2-6=(-220) 238 3.4=( 0) 0 6-3=(-150) 157 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -55/ 442V -110/ 156H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 206V 0/ OH 5.50" 0.33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.014" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.017" @ -1'- 8.0" Allowed = 0.222" 3-09-04 0-03.12 MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.246" T < T MAX TO PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.369" MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.5" MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5" M-1.5x4 4 NOTE:Design assumes moisture content does not exceed 19V at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.00 VWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Irr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M 3x4 v if0 v U 0 En 0 N 0 m `� 5► =�6 M-1.5x4 M-3x4 J, y 1-08 4-01 D PRore JOB NAME : POLYGON PLAN 3A NH - E3Scale: 0.490, ` ” ' 1 `$'C14/ °14.1 9 WARNINGS: GENERAL NOTES,unless otherwise noted: ('� .c-.1 ry,I7 t1.- 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 I_ Truss: E 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Int ure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r m P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f�r-� v. DATE: 9/4/2014 the overall structure Is the respons ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O�E4av1� f,- 4. No Toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -," O ix 4i SEQ. : 6049769 fasteners are complete and at no Ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �© fr 1'4, ' T Q TRANS I D: 407427 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 t3 necessary. ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. RAIY 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II II II I VIII II II VIII I III IIII III) TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter che. e.Digitssoincide size of plate in Inches. r C+ r�7 c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES.1 2/31/2015 III IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacins.I TC: 2x4 KDDF N1&8TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does 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. Connectorplate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF g TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4L=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed,, Cat 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 IOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 Reor equal typical at stud verticals. fer —/ Refer to CompuTrus gable end detail for complete specifications. DESIGN ASSUMES SHEATHING TO ONE FACE. 12 7.00L— v / ti 0 v to 1 11111 0 M 0 N W All 3 4 > y 1-08 4-01 p PROPS, JOB NAME : POLYGON PLAN 3A NH - El c-o t'�1t4 i Scale: 0.8153 \ ,I "A? 0 WARNINGS: GENERAL NOTES,unless otherwise noted: *(111ryryit []'QC's 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 a 11t�E e.-- Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. J f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). +�f " 'CC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '-Kc.. 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. '?ii ,,g4�__OREGON 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, l "7 4.• SEQ. : 6049770design loads be applied to any component. and are for"dry condition"of use. /...... 4}f 14 M,® �- TRANS ID: 407427 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 *fJJCik. fabrication,handling,shipment and installation of components. necessary. / �i 7.Design assumes adequate drainage is provided. 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINVECA In BCSI,copies of which will be furnished upon request. Digit coincidewith jointcenterches 9.Digits Indicate size of plate in inches. Ccs r�70 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12f 31/2015 IIII III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-559) 495 3-4=(-137) 87 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 -195/ 417H 5.50° 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -410/ 472V 0/ OH 1.50" 0.60 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.2" -91/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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 TC PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" MAX TO PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.4" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 V Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 N O r/- to �! 0 5._� o M-3x4 0-10 6-00 3-11-03 'PROVIDE FULL BEAFING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 3A NH - DJ 10 S ale: 0.2986 w� Op 1f� �l ' ,, 9 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 !92*P E r building component.Applicability of design parameters and proper Truss: DJ 10 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installedabiitywhere shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10'o.c.respectively unless their length DES. BY: LJ is the responsibility of the erector.Additional permanent bracingofW/00 - IC Po continuous sheathing such as plywood sheathing(TC)braced throughout and/or dein length by OREGON � n /h,a�. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ V REv W 4.No load should be applied to any oomponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ",p" V v SEQ. : 6049771 fasteners are complete and at not me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t�„ -r7 � � design loads be applied to any conponent. and are for"dry condition"of use. , 14 2. P7 TRANS I D: 40742 7 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 41.41.; c3 fabrication,handling,shipment and installation of components. necessary. P PRO' SJ P P 7.Design assumes adequate drainage is provided. r'f 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 11111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center nche. a. Digitssodcde size of plate in inches. l-. 10 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 a1/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2.3=(-618) 500 3-4=(-217) 92 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -59) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 8.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 351V -207/ 465H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' •413/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" •178/ 178V 0/ OH 1.50" 0.23 KDDF ( 625) THE BOTTOM CHORD5DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.001" @ 10'- 8.2" Allowed = 0.068" MAX TL CREEP DEFL = -0.001" @ 10'- 8.2" Allowed = 0.091" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. co /i o Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. 0 o /...-..r''' , 0 6� M-3x4 ) > y 1, 0-10 6-00 4-08-03 'PROVIDE FULL BEARING;Jts:2,6,3,41 R.0 RR0 S JOB NAME : POLYGON PLAN 3A NH - J11 ( s, Scale: 0.28497 °17/410, 10 ,q q WARNINGS: GENERAL NOTES,unless otherwise noted: 4.! -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 �* �.92 2,!OPEE `.r Truss: J11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }rte /twr continuous sheathing such as plywoodsheathing(TC)s and/or drywall(BC). J" �y.. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n �4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,4��"_OREGON44, SEQ. : 6049772 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 NI)'. JC., design loads be applied to any component. and are for"dry condition"of use. /,{� '` }+° Q -',. TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if `� 7 �yP fabrication,handling,shipment and installation of components. necessary. "fi R r+ V 7.Designassumes adequateatedondrainage iso truss, 1 4- 8.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII III I II IIIITPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate In inches. 10. v C* O MiTek USA,InC./CoRdpuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIS 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-564) 500 3-4=(-140) 90 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" -22/ 350V -197/ 420H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -414/ 475V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.9" -93/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" i; MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TO PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria, 14.00 V Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), it load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 cm O in of- 5'_� -V O • M-3x4 1, y ), y 0-10 6-00 3-11-15 'PROVIDE FULL BEAiING;Jts:2,5,3,4I JOB NAME : POLYGON PLAN 3A NH - J 10Scale: 0.2963 4 p <0 WARNINGS: GENERAL NOTES,unless otherwise noted: [ . ;92#!e p E C-" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 G Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4� , DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by err 1A""" P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n ,�+ DATE: 9/4/2014 the overall structure is the respon sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ k.�1�E+.� `'�- �1 4. No load should be applied to any;omponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' l ,q_ G itj SEQ.. : 6049773 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, G0 `7� 20 Ix design loads be applied to any component, and are for"dry condition"of use. 1 4 h TRANS I D: 40742 7 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 I�.`�j fX T' fabrication,handling,shipment and installation of components. necessary. ^ri R 1 i -• V P P 7.Designlaesassumes adequate drainage i ofs truss, +'F rl L. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII 111 VIII VIII 11111111111111111111111 TPIMlrCA 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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-480) 429 3-4=(-112) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 SO.IN. (SPECIES) 0'- 0.0" -24/ 353V -177/ 376H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -374/ 440V 0/ OH 1.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.9' -49/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.[ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001' @ 0'--10.0" Allowed = 0.083' D( MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.154" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.155" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 8'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a, load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 0 In �� 00,z_ _� 5.z. M-3x4 ), ), > y 0-10 6-00 2-11-15 IPROVIDE FULL BEARING:Jts:2,5,3,4I JOB NAME : POLYGON PLAN 3A NH - J9 ' , 01 Nfis,s.t` Scale: 0.3198 '7�y4 /'9 (} WARNINGS: GENERAL NOTES,unless otherwise noted: R 92 p+�r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualCt. 92*OPE(E (- Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .+."' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r�' 409401.. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _�'"�WVr " DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �/C, ' S /� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - A�OREGON `4 E Q ncorrosive environment, 7 -'s. .N TRANS I D: 40742 7 design loads be applied to any component. and are for"dry Condition"of use. 1..6 '9}f 1 2 4 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 1ce:..6 .I fabrication,handling,shipmentnecessary. /14 A f o_� and installation of components. 7.Design assumes adequate drainage is provided. 1 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I I VIII 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. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12/31/2015 1E 1101II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-419) 363 3-4=(-107) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. I 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/ 354V -156/ 334H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -355/ 431V 0/ OH 1.50" 0.55 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.9" -17/ 1OV 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) -/ VERTICAL DEFLECTION LIMITS: LL=L/24O, TL=L/160 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" �0 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.199" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.180" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.008" @ 7'- 11.2' NOTE:Design assumes moisture content does not exceed 1946 at time of manufacture. 12 10 Design conforms to main windforce-resisting 14.00 V system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=1.6, o Truss designed for wind loads rn in the plane of the truss only. 0 rn 0 LO �� os- _� 5►-. Cl M-3x4 yy y t 0-10 6-00 1-11-15 'PROVIDE FULL BEAHING;Jts:2,5,3,41 t0 PR0;r JOB NAME : POLYGON PLAN 3A NH - 8Sale; 0.3473 'ti4,,c- IN `�' � WARNINGS: GENERAL NOTES,unless otherwise noted: (t. .92!,P E ,r^ 1.Builder and erection contractor six uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Air 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at i . DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by •rr F �lmm^�-'" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.„,00+41.0+ j� DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # �OREGON 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. { W SEQ. : 6049775 fasteners are complete and at not me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, AN design loads be applied to any component. and are for"dry condition"of use. { �" 14, 2.0 TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if I {J fabrication,handling,shipment and installation of components. necessary. 4/1E" R I1 i V P P 7.Design assumes adequate drainage is provided. C r'}RIO- 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 III 11111 VIII I I I IIII VIII VIII Ell IIII TPIMffCA in BCSI,copies of which will be furnished upon request. git coincide atwith jointcenter nche. 9.Digits inisize of tplate in inches. r�,r� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: i 2/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-338) 186 3-4=( -86) 0 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 BAG REQUIRED BRG AREA OVERHANGS: 10.0" 11.9" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -34/ 368V -130/ 313H 5.50" 0.59 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 278V 0/ OH 1.50" 0.36 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. g 4 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 = -0.003" @ 6'- 11.9" Allowed = 0.099" MAX TL CREEP DEFL = -0.003" @ 6'- 11.9" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.296" @ 3'- 7.3" Allowed = 0.576" MAX IC PANEL TL DEFL = -0.288" @ 3'- 5.2" Allowed = 0.864" v) MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. rn Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, D Truss designed for wind loads co in the plane of the truss only. 0 0 �� o� ,►-� 5►� -/ 0 M-3x4 0-10 6-00 0-11-15 'PROVIDE FULL BEARING;Jts:2,5,31 .(c.40 PR op' e JOB NAME : POLYGON PLAN 3A NH - J7 INS t9 Scale: 0.3817 \ L// WARNINGS: GENERAL NOTES,unless otherwise noted: ,�1 f-�rr-.- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ..92 0 I F G Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �t is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �r" DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * OREGON. /+,s� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 3 4,q/'C REG N tx iiJ SEQ. : 6049776 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, +P TRANS I D: 407427 design loads be applied to any component. and are for"dry condition'of use. PP wedgef//+, '} 20 +4- U 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearingat all supports shown.Shim or if U y 4, ,.r 4. nfabrication,handling,shipment and installation of components.assumeL assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIII VIII VIII VIII VIII IIII 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)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 1111E 0111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-224) 185 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" -34/ 379V -117/ 254H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 147V 0/ OH 5.50' 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.9" -163/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.] LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-15 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 = 0.342" @ 3'- 7.2" Allowed = 0.575" MAX TC PANEL TL DEFL = -0,289" @ 3'- 5.2" Allowed = 0.863" I MAX HORIZ, LL DEFL = -0.004" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0,004" @ 5'- 11.2" ' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 V' system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. U, 0 r` 0 r,- u) �� � /- ►� 4=� -v 0 M-3x4 I I I 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 40PRL?Feu" JOB NAME : POLYGON PLAN 3A NH - J6 Sale: 0.4126 w ` 4 14124 alb WARNINGS: GENERAL NOTES,unless otherwise noted: c 92*11 P E �" 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'T�7 Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to in stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fir ► DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by *fir , P Y continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). 4 h LZ DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1EN I� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 V O S E Q. : 6049777 fasteners are complete and at no(me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, + 7,q 1 NN. ,...-IrA+ TRANS I D: 407427 design loads be applied to any component, and are for"dry condition"of use. � 2. 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 �}- h fabrication,handling,shipment and installation of components. necessary. 'YI,t4'h ry i1 �", P P 7.Design assumes adequate drainage is provided. {'T 1l 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 1111111111111111111111111111111 TPI NTCA in BCSI,copies of which will be furnished upon request. lines indicate with jointcenter lines. e.Digits indicate size of plate in inches. Asn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1s.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2111 5 11111110111 IHHIIS This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-181) 158 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 352V -98/ 217H 5.50" 0.56 KDOF ( 625) 4'- 11.2" -166/ 179V 0/ OH 1.50" 0.29 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 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" 4-11-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" T l' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX TC PANEL LL DEFL = 0.145" @ 2'- 10.3" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.135" @ 2'- 10.5" Allowed = 0.709" h MAX HORIZ. TL DEFL = -0.003" @ 4'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19°s at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21,5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. CO 0 r,- �� o/- y, o 7m 4 M-3x4 y y ), 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,3,4i JOB NAME : POLYGON PLAN 3A NH - J5 �,- �t > a, Scale: 0.4405 " WARNINGS: GENERAL NOTES,unless otherwise noted: 44-/ +y /� 17 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 individualQC' t-�✓L*s("o E r- 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 DES. BY• LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,r� iiwr"" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / + DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r n '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. '- ii ,,,4g��__OREGON Q" il/ SEQ. : 6049778 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,g - A TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. PD wedge ° �^- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or if 16 fabrication,handling,shipment and installation of components. necessary. 'R R 1 0{ 7.Passumes adequate ne hdrainage iso truss, 5r 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 100 I I VIII VIII 1111 IIN Il III TPI WTCA in BCSI,copies of which will be furnished upon request. Digit coincideiitwithizjointcenterche. B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 IIII 11111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-134) 132 TC LATERAL SUPPORT <= 12"0C. UON. j LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -11/ 322V -79/ 180H 5.50" 0.52 KDDF ( 625) 3'- 11.2" -166/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0' Allowed = 0.083" 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.077" MAX IL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.103" ---/ MAX TC PANEL LL DEFL = 0.056" @ 2'- 2.3" Allowed = 0.371" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" 12 j) MAX HORIZ. LL DEFL = -0.002" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 3'- 11.2" 14.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. in0 ll 1.0 0 0�A- � ��4 M-3x4 ,. ', y 0-10 6-DO 'PROVIDE FULL BEARING;Jts:2,3,4J C`t0 PROpe JOB NAME : POLYGON PLAN 3A NH - 4 sale: 0.5097 „F,0 , al11 , fp WARNINGS: GENERAL NOTES,unless otherwise noted: ., +3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual . 7,921 I P E r Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by frr P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ { OREGON0� 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. : 6049779 fasteners are complete and at no t me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, . ,q}' design loads be applied to any component. and are for"dry condition"of use. Q. 14 "" TRANS I D: 40742 7 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 es fabrication,handling,shipment and installation of components. necessary. �j { P P B.Designlasassumes adequate ne dthi ace is pruss, r} y 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. git cd awith jointinches.9.Digits indicateoicidesize of tplate in lines. CC+ 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 111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 107 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" 0/ 292V -60/ 144H 5.50" 0.47 KDDF ( 625) 2'- 11.2" -162/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 msf) 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" 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX Ti CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" ,r T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" -/ MAX TC PANEL TL DEFL = -0.017" @ 1'- 8.4" Allowed = 0.402" 12 MAX BC PANEL Ti DEFL = -0.031" @ 3'- 1.4" Allowed = 0.339" 0"1 14.00 7 MAX HORIZ. LL DEFL = -0.001" @ 2'- 11.2" �) MAX HORIZ. TL DEFL = 0.001" @ 2'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. a) o Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads in the plane of the truss only. o,,,_ LO 0 o� .0 �4 -/ M-3x4 y y ), 0-10 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 ckt PROP �, JOB NAME: POLYGON PLAN 3A NH - J3 tt�{{^,,y / s Scale: 0.5914 *� i (i4I1 WARNINGS: GENERAL NOTES,unless otherwise noted: c!c��(y p �5,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T.92.111" Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,,+� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „„0,70,41,00., i* Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). n 'CC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON nn1�� 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, ,,qg__u1 Eke V i 4 {(j SEQ. : 6049780 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-- +/ A design loads be applied to any component. and are for"dry condition"of use. . �.1' 1 2Q �^k- TRANS I D: 407427 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. Dnecessary. 1/Er'f A f 1 7.Plates assumes adequate drainage is truss, r'f 1 5r 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII IIII VIII VIII II IIII II I IIII IIII TPINVTCA in SCSI,copies of which will be furnished upon request git coincide with joint tecenter lines. 9.Digits indicate size of plate in inches. C rf MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/20155' 11111 1011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0" 0.C. 2-3=(-53) 85 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" -17/ 263V -42/ 108H 5.50" 0.42 KDDF ( 625) 1'- 11.2" -147/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 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" 1-11-15 MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.1" Allowed = 0.166" 'I' 'Ir MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed = 0.249" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 14.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 1'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4. Design conforms to main windforce-resisting system and components and cladding criteria. AA 7 Wind: 140 mph, h=19.8ft, 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 CV in the plane of the truss only. o/_ 0 �� 0 0� ►� ►4 M-3x4 > y y 0-10 (PROVIDE FULL BEARING:Jts:2,3,4I 6-00 90 PR 0,r JOB NAME : POLYGON PLAN 3A NH 2 c iN1/;;bb__ ,, Scale: 0.6408 %-\ � � 0 WARNINGS: GENERAL NOTES,unless otherwise noted: S ,„Jnty f �(-E �',fr 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 9G Truss: J2 and Warnings before construction ommences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. ^T' 3.Additional temporary bracing to In re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rr,r DES. BY: LJis the responsibility of the erector. dditionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,01410101 te"" P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ { OREGON 4, No load should be applied to any mponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. , �cr SEQ. : 6049781 fasteners are complete and at no ti a should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / ""/5 fl design loads be applied to any co ponent. and are for"dry condition"of use. + 1 " 4 TRANS I D: 40742 7 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 Tit.` fabrication,handling,shipment and installation of components. necessary. ij ty+i P Po 7.Designassumes adequate ne dthi is provided. r"l R t L- 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center III 1 I IIIIII IIIIII III lit II III(III TPIM?CA in BCSI,copies of which will be furnished upon request. Digit coincide withizjointanr lines. 9.Deas indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2-4= Q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-54 119 (0 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -121/ 260V -24/ 73H 5.50" 0.42 KDDF ( 625) 0'- 11.2" -51/ 173V 0/ OH 1.50" 0.28 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. 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" 0-11-15 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 = 0.001" @ 0'- 8.1" Allowed = 0.062" MAX IC PANEL TL DEFL = -0,001" @ 0'- 8.1" Allowed = 0.093" 12 MAX BC PANEL LL DEFL = 0,005" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 14.00 7 MAX HORIZ, LL DEFL = -0.001" @ 0'- 11,2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. to WA o o/- 01 ►4 -/ -3x4 J, y 0-10 'PROVIDE FULL BEARING;Jts:2,3,4I 6-00 JOB NAME : POLYGON PLAN 3A NH - J1 t fib'S, Scale: 0.7112 , rr( Q WARNINGS: GENERAL NOTES,unless otherwise noted: / 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual a 92 *!P v.- Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 181111 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as .r'r r+ r DATE: 9/4/2014 responsibilitybuilding designer. plywood requiredrwhere and/or drywall(BC). the overall structure is the res onsibilit of the 3.2z Impact bridging or lateral bracing 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, 'S74 ,OREGON 4,/ SEQ. : 6049782 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, s,,ih � TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. /" �^ 9 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, ty, fabrication,handling,shipment and installation of components. necessary. / r R1 tw�^" yr 7.Designassumes adequate drainage Iso truss,a !'7 6.This design is furnished subject to the limitations set forth by 8,Plates shell be located on both faces of truss,end placed so their center 11111111111111111111 TPIMrrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES:FsC cp ra n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) DAPI RES:1 /31/201 5 1IO H 111 AHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.7=(-102) 130 7-6=( 0) 18 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-436) 137 6.8=(-132) 166 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-403) 176 3-8=(-199) 158 LOADING 4-5=(-212) 37 TC LATERAL SUPPORT <= 12"OC. UON. ILL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0" 11.9" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -19/ 272V -131/ 315H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 4'- 11.2' -327/ 512V 0/ OH 1.50" 0.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -8/ 112V 0/ OH 5.50" 0.18 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 psf) uplift at 24 "oc spacing.' 6-11-15 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" 5 MAX TLELL 1 " Allowed = 0.111" DEFL = 0.000" @ 0'- 0.0 MAX Allowed = 0.027" MAX TL CREEP DEFL = 0,000" @ 0'- 0.0" Allowed = 0.036" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = -0.013" @ 3'- 11.1" Allowed = 0.237' MAX TC PANEL TL DEFL = 0.029" @ 3'- 11.0" Allowed = 0.356" MAX HORIZ. LL DEFL = 0.013" @ 5'- 8.6" '1-/7' MAX HORIZ. TL DEFL = 0.015" @ 5'- 8.6" 14.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 o Design conforms to main windforce-resisting o system and components and cladding criteria. co 1 M-4x6 Wind: 140 CE 7-10, (AllmphHeights),7Enclosed, B, ft, 4Cat.2, Exp. ASMWFRS(D r), load duration factor=1.6, 0 Truss designed for wind loads in the plane of the truss only. 0 AIB rA o ma _JIIIE o M-1.5x4 o M-3x4 M73x4 0 M-3x6 1 )' y 2-03-12 3-08-04 y y y y 0-10 2-05-08 4-06-07 1, ) 0-11-1$ 6-11-15 PROV,DE FULL BEARING'Jts:2 4 8 tO PR OF JOB NAME : POLYGON PLAN 3A NH - CJ7 Scale: 0.3032 1Y, WARNINGS: GENERAL NOTES,unless otherwise noted: [ .ff r7 i �'j 1-^' 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 9G Truss: CJ 7 end Warnings before construction commences. building component.Applicability of design parameters end proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. J 3.Additional temporary bracing to ine ore stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibilityof the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by /rmr. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the respont ibility of the building designer. 3.2x Impact badging or lateral bracing required where shown++ OREGON 4. No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. „�,r A. SEQ. : 6049783 fasteners are complete and at no t me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �Q�� 1 �N. A design loads be applied to any component. and are for"dry condition"of use. t�4 TRANS I D: 407427 5.CompuTrus has no control over sad assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �}I [J T nfabrication,handling,shipment and installation of components. Decessary. 'vl, Lt 1:1 1... V P P 7.Design assumes adequate drainage is provided. �'f!-1 L 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center VIII IIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. it coincide with jointche. 8. Digitssoini ide size of tplate in Inches. C 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:1 2/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-123) 142 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-209) 43 6-8=(-158) 182 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-103) 76 3-8=(-218) 189 LOADING 4-5=( 0) 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -25/ 357V -99/ 218H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: 4'- 11.2" -96/ 158V 0/ OH 1.50' 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -36/ 135V 0/ OH 5.50" 0.22 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 5 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.221" MAX TL CREEP DEFL = -0.009° @ 2'- 3.8" Allowed = 0.294" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036° MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 12 n NOTE:Design assumes moisture content does 14.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 o Wind: 140 mph, h=22.1ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4ti 1 oIM C2 y 7/- - 8 U, �� II ii o M-1.5x4 o •'M-3x4 ML 0 M-3x6 y y y 2-03-12 3-08-04 y y y 0-10 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING:Jts:2.4.81 e\t° RR°Fes JOB NAME : POLYGON PLAN 3A NH - CJ6 1Na s/ Scale: 0.3741 't j //r (ice WARNINGS: GENERAL NOTES,unless otherwise noted: '�C1 c��y,�1 7f1--+ 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 .JG L. Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /"! 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1r�r rj� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n /�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. 7t OREGON '+J SEQ. : 6049784 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- 4 , L design loads be applied to any component. and are for"dry condition"of use. /h ° ' 1 « TRANS I D: 407427 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 `� 1 , fabrication,handling,shipment and installation of components. Dnesign . /Lj �A t 1 t 7.Design assumes adequate drainage is provided. C 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 VIII VIII VIII VIII[III[III VIII[III III TPIANrCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,InC./C0111 Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1W8(Wick) EXPIRES:12/31/2015 1 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-123) 142 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-209) 43 5-7=(-158) 182 5.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-103) 76 3.7=(-218) 189 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0' -25/ 357V -98/ 217H 5.50" 0.57 KDOF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.2" -104/ 106V 0/ OH 1.50" 0.17 KDOF ( 625) Connector plate prefix designators: 6'- 0.0" -36/ 135V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing.( BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" ,r - MAX TL CREEP DEFL = •0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.221" -V MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0,294" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0,027" '/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX HORIZ. LL DEFL = •0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" re 12 14.007 notexceedatetime lofumanufacture. tent does Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=21.Sft, TCOL=4.2,BCDL=6.D, ASCE 7-10, cp co o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,�, load duration factor=1.6, Truss designed for wind loads /.1.0411‘0„. � in the plane of the truss only. A 11.1k 11 %. 4%.ta. O a C0 111111 -/ in �� I M 3x4 o M-1.5x4 o/- 0 4. 6 0. M-3x4 M-3x6 y y ), 2-03-12 3-08-04 y )' ), y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4,71 ti) PROF JOB NAME : POLYGON PLAN 3A NH - CJ5Sale: 0.4212 �c:`� ` �4 1 if/ WARNINGS: GENERAL NOTES,unless otherwise noted: (,� .f',"'s�.!C�t-. ,r^" /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 92 t"[:. Truss: CJ 5 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 in Sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / +amlf ice" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r^y n Cr ' ' DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Vv 4.No load should be applied to any;omponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A.OREGON ,�v,, SEQ. : 6049785 fasteners are complete and at no ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "7 design loads be applied to any component. and are for"dry condition"of use. ',� 1(� 2P �4 TRANS I D: 407427 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. "'^F#R I i V P P 7.Design assumes adequate drainage is provided. a"F rl 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 1111111111111111111141 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideitwith jointche. 9. Digitssiasize of tplate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-19n8(MiTek) EXPIRES:12/31/2015 IIIIIIII I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-55) 74 7-6=( 0) 18 I BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-144) 0 6-8=(-71) 95 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 39 3.8=(-113) 85 LOADING 4-5=( 0) 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 298V -61/ 145H 5.50" 0.48 KDDF ( 625) I Connector plate prefix designators: 2'- 11.2' -99/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T 1' MAX LL DEFL = -0.001" @ 0'--10,0" Allowed = 0.083" 5 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0,111" MAX LL DEFL = 0.004" @ 2'- 3.8" Allowed = 0.121" MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.161" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.127" 12 MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3" Allowed = 0.199" 14.00 7MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.6" M-4X6 NOTE:Design assumes moisture content does y not exceed 19% at time of manufacture. C7) Design conforms to main windforce-resisting cocp system and components and cladding criteria. �� v Wind: 140 mph, h=21ft, 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. " 9mw 8 o� M-3x6 -� -/ 0 2 �� m c M 1.5x4 o 0.- 7 0 M-3x4 M-3x4 y y 1, 2-03-12 3-08-04 /, y 1, y 0-10 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING'Jts'2 4 8 0 PR 0 .�, JOB NAME : POLYGON PLAN 3A NH - CJ4 ++�1 �17�' is Scale: 0.4823 c . '�4/1 J 22 WARNINGS: GENERAL NOTES,unless otherwise noted: p �1,,.- /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual . i-92 0.r r- Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �.r r� ^ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fY. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON n ))`,,;'' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON -.y SEQ. : 6049786 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/ � a\�` design loads be applied to any component. and are for"dry condition"of use. {� _}' .�4 2 �^�- T BANS I D: 40742 7 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. �"^rP R 1 r ' Y 7.Design assumes adequate drainage is provided. rl 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. Digit dawith jointcenterin ches 8.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-1e88(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-55) 74 6.5=( 0) 18 BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2.3=(-144) 0 5.7=(-71) 95 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 39 3-7=(-113) 85 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' 0'- 0.0" -22/ 298V -60/ 144H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 11.2" -106/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-15 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 = 0.004" @ 2'- 3.8" Allowed = 0.121" 12 -/ MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0,161" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" 14.00 V M-4x6 MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3" Allowed = 0.199" rr MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.6" •40 NOTE:Design assumes moisture content does not exceed 1906 at time of manufacture. 0 Design conforms to main windforce-resisting o M system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IIS] 'y in �� M-3x4 iiiiiiiiLti0 M-1.5x4 o� >►t 6 0 M-3x4 M-3x. y y y 2-03-12 3-08-04 y y y 1, 0-10 2-05-08 6-00 3-06-08 1PROVIDE FULL BEARING;Jts:2,4,7] 0 P1304- JOB R 0r - JOB NAME : POLYGON PLAN 3A NH - CJ3 Scale: 0.5594 c INS �/0 WARNINGS: GENERAL NOTES,unless otherwise noted:/ •ffl��yy p1 1.Builder and erection contractor she uld be advised of ad General Notes 1.This design is based only upon the parameters shown and is for an individual '=92*II t"L Truss: CJ 3 and Warnings before construction:ommences. 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 at40410,P DES. BY: LJ is the responsibility of the erector.4dditionalpermanent bracingof 2'u.c,and at 10'o.c,respectively unless braced throughout their length by /r Po y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,� ry. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I"``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# �q_ iii SEW. : 6049787 fasteners are complete and at not me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Yf ')' \ A. design loads be applied to any component. and are for"dry condalon"of use. *41 14 '"�- TRAN S I D: 407427 5.CompuTrus hes no control over arid assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4'16 fabrication,handling,shipment and installation of components. necessary. ' R R 1 i { 7.Design assumes adequate drainage is truss, t,-5r 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII IIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. Des coincideitwith jointcenterches 9. Digas 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-1888(MiTek) EXPIRES:12/31/2015 1111110111 IIIIIHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(-31) 43 6.5=( -3) 16 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 0 6.7=( 0) 0 5-3=( 0) 53 WEBS: 2x4 KDDF STAND 3-4=(-36) 39 5.8=(-42) 58 3.8=(-60) 44 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -23/ 259V -42/ 108H 5.50" 0.41 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.2" -142/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series 1-11-15 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON7 -CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 14"00 MAX LL DEFL = 0.001° @ 1'- 3.7" Allowed = 0.071" -/ MAX LL DEFL = 0.000' @ 5'- 3.5" Allowed = 0.177" MAX TC PANEL TL DEFL = 0.003" @ 0'- 10.4" Allowed = 0.140" M-4x64 BC PANEL TL DEFL = -0.012" @ 3'- 3.6" Allowed = 0.208' 4 MAX HORIZ. LL DEFL = -0.002° @ 5'- 3.5" o MAX HORIZ. TL DEFL = 0.003" @ 5'- 3.5" N NOTE:Design assumes moisture content does Fnot exceed 19`% at time of manufacture. N Design conforms to main windforce-resisting system and components and cladding criteria. B� Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .4 o� 0 8 �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LO �� m M-1.5x4 Truss designed for wind loads o in the plane of the truss only. c, .0 O-3x4 7 M-3x4 M-3x6 ) ) l ) 1-03-12 3-11-12 0-08-08 ) ) ) ) 0-10 1-05-08 4-06-08 ) ,J ) ) 2-05-08 1-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,4,81 6-00 JOB NAME : POLYGON PLAN 3A NH - CJ2 s PRj i Scale: 0.5781 \ C7, WARNINGS: GENERAL NOTES,unless otherwise noted: kJ /v�+� ��/ �/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ✓2',PE Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4,.-/"14111, -', 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and all0'o.c.respectively unless braced throughout their length by /r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -°-" !- ty. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON s n II`,"l� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '° ,q'O EiGON `cf SEQ. : 6049788 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 +� �, TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. VV 9 rl '"}� ,�4 r(} ^�- 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearingat all supports shown.Shim or wedge if *'..J fabrication,handling,shipment and installation of components. necessary. /�L+.PA� 7.Design assumes adequate drainage is provided. E. 1» 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII 1011 VIII VIII I(VIII Intl 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. EXPIRES: 7 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -6) 95 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-31) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -278/ 895V -10/ 55H 5.50" 1.43 KDDF ( 625) 1'- 1.0" -614/ 207V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = •0.021" @ -1'- 8.0" Allowed = 0.222" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = -0.000" @ 0'- 7.5" Allowed = 0.013" MAX BC PANEL TL DEFL = 0.000" @ 0'- 7.5" Allowed = 0.017" PROVIDE SUPPORT NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windforce-resisting 7.001/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CO load duration factor=1.6, o Truss designed for wind loads / o in the plane of the truss only. 0 a. JI .* 2► 4 M-:x4 011111111111 J., ./ - op PR 04, 1.08 1-01 JOB NAME : POLYGON PLAN 3A NH - F1Scale: 1.0553 �) j� 1'0 WARNINGS: GENERAL NOTES,unless otherwise noted: r-�7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual f 92•!r E r. Truss:: Fl 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 in are stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .+"*+�Imr x continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '10 . DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! OREGON� SE /� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "VL-" Ix -K/ SE Q. : 6049789 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, AN design loads be applied to any component. and are for"dry condeion"of use. <6 '11'' 14 2.Q i- TRANS I D: 407427 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. �j IR P P 7.Design assumes adequate drainage is provided. �'{it 4- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II I IIII VIII VIII IIII IIII III III TPI/WfCA in BCSI,copies of which will be famished upon request. Digit coincideictwith jointinches.9. Digits idsize of tplate In lines. O MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:1 2/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-92) 49 WEBS: 2x4 DF STAND • LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -157/ 578V -31/ 120H 5.50" 0.93 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 9.2" -120/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.3" -45/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALGOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" -/ MAX TC PANEL LL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.247' MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.370° fl MAX HORIZ. LL DEFL = -0.000" @ 4'- 0.6" MAX HORIZ. TL DEFL = -0.000° @ 4'. 0.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting CD system and components and cladding criteria. o Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), al load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. LO MlE� os- 2-ill4►1111111 -/ M-3x6 , y y y 1-08 2-00 2-01-05 'PROVIDE FULL BEARING:Jts:2,4,31 PROPe JOB NAME : POLYGON PLAN 3A NH - SJ1 Scale: 0.7432 �� afj'" fv WARNINGS: GENERAL NOTES,unless otherwise noted: * ��920IL]E q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r Truss: SJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ;," 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,.+'r rr P y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONI`' 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. : 6049790 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, IC design loads be applied to any component. and are for"dry condition"of use. amu .}" 14 2-� TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if1 fabrication,handling,shipment and installation of components. necessary. '1"'!tF?FM �,. 7.Design assumes adequate drainage Is provided. '�R 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111311111111 TPIMIrCA 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./CorilpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 95 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-161) 92 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 412V -57/ 183H 5.50" 0.66 KDDF ( 625) OVERHANGS: 20.0" 0.0" 1'- 9.2' -117/ 305V 0/ OH 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 1.3" -102/ 195V 0/ OH 1.50" 0.31 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1° Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1' Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 8'- 0.6" 0 MAX HORIZ. TL DEFL = -0.001" @ 8'- 0.6" 12 7.001/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, Truss designed for wind loads cu in the plane of the truss only. LO o/- U, o� rilli . -/ M-3x6 y ), ), y 1-08 2-00 6-01-05 'PROVIDE FULL BEARING;'Jts:2,4,3] JOB NAME : POLYGON PLAN 3A NH - SJ2 ` 'D P A�.. `�s Scale: 0.5170 4\ C71. t 1 `(// WARNINGS: GENERAL NOTES,unless otherwise noted: y(pdrryy C]1- r p 1.Builder and erection contractor she uld be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 4 =72 0 a E"i� r Truss: SJ 2 and Warnings before construction:ommences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. ,, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rimer DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byre / P y continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the respons bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC QR EGON I� 4.No load should be applied to any cpmponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, A. ty v,/ S E Q tine should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �\ TRANS I D: 407427 and are for"dry condition"of ase. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if5'6 1' 1 + 5.CompuTrus has no control over and assumes no responsibility for the necessary. ild 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. P A 10^` 8.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center VIII VIII II I VIII VIII IIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenterche. 9. lives 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-1888(MiTek) EXPIRES:12/31/2015