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Plans (125) ' I S y`\' LCA, VL (�-� S U�3 T JLSC Ii\L�` aX CONFORMS TO DESIGN CONCEPT ra }f CONFORMS TO DESIGN CONCEPT IJ REVISIONSCONFORMSTONOTEDDESIGNCONCEPTWIT �, ❑NON-CONFORMING—REVISE&RESUBMIT ,ry M CONFORMS TO DESIGN CONCEPT WITH ,S A+ DRAM!. AS SUN PEADLSr.Far,.r,.PAL ern=a uF,i 4011 ❑ REVISIONS AS SHOWN R:" T" ' ❑ NON-CONFORMII G- T o ,F-, -,WL.-: RE`v`ISE,ANDRESJBMI, rFrr, SA, �By Alexia Wkluii Date 9/22114 i THIS SHOP DRAWING HAS BEEF REVIEWED FOR GENERAL CONFORPIANCE MIIRRANDT ARCHITECTS I WITH THE DESIGN CL EPT OLY fk:' ,i NOT RELIEVE THE FABRICATOR.;MOOR OF RESPONSIBMIUDR CONFORMANCE WITH THE CM DESIGN D.,_NGS_.:,SPECIFICATIONS ALL OF V.HICH HAVE PRIORITY - gOVER THI-f'%OP ; ING. CONTRACTOR SHALL VERIFY ALL DINENSI�ONS. By: T. '. Date:September 19. 2014 ■ J A Ci EN ' FR IG I.NC.- CJ1 _v c, v c E► r. CO' 11 I CJs 4 „ cm N C•re ® CJ5 GIS 6:12 _ CJI Cm13 u cr CJS _ CJI ® V CAL _ Z,110 CJ 1 _ 0)1114 Pft 14 CJ CJ CJS .- y _ 1 CJI CA \210:12 • C 11 12 ` _ CA CJ12 , 6:12 `�` CM CAL CAL rill,, ..:,, cr, , 16 (3) anzj Hg's r 1 ' 6 . 1_1188826.2 CJ16 \'' , . - 1T•• lbw? I _L. rv. 5gg11 : 5. GARAGE RIGHT 11'.r L 11'712' ©Copyright CompuTrus Inc.2006 SII BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT USLUTNDCACLAIONSA ENGINEERED STRUCTURAL MI PROJECT REVISION-1:ODRAWINGS ION.OR BU RTHER ECORD PLAN 5-D COFFER INFORMATION. OF RECORD a 1 „.. e , PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS l TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF REVIEW AND APPROVE OF ALLRECORD TO & TRUSS C MPA N DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1 V 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. QX CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT WITH I ® CONFORMS TO DESIGN CONCEPT REVISIONS NOTED i 0 NON-CONFORMING-REVISE&RESUBMIT i El CONFORMS TO DESIGN CONCEPT 4:'ITH REVISIONS AS SHOW"„ 401-0D "W V `"3,R ❑ NON-COWFC !:ING-REVISE AND RESUBMIT ' By AI aF k .........D w 5R2/14...- : THIS SHOP OFA NC HAS EN REVIEAEO FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS I WITH THE DESIGN CANCER ONLY ANC DOES NOT RELIEVE THE N FABRICATOR/VENDOR SF R PONSIB:ITY FOR CONFORMANCE WITH THE OVER" ARD SPECIF .'ONS ALL OF WHICH HAVE PRIORITY. OVER SH fl44IlG. ACTOR SHALL VERIFY ALL DIMENSIONS.S. j I00 I B "dd' aton Date:September 19.2014 ��T :1 I EER/ G INC CJ1 CJ1 CJ2NI 1 ill CJ2C CJ3 % CJ3C CJ4 ._ I /� cc rm.' clic CJ6 v s 12 � /rr CJ6C / , ,k, 1 / AI' - 0 AA I CJ7C CJ8 i 4 A I_ CJ8 gy- CJ9 <1I CJ9 CJ10 I_ CJ10 4 a; CJ11 a 6 IE. CJ11 Fqat I r CJ10 �. N WO4 ti Et) CJ9 z v v . et MI. - I_ CJ9 NI- CJ8 10:11 \ CJ7 . CJ6 10 12 I 76.12 CJ1 (5) CJ5 111 CU`$ : I ir CJ13 H CJ14 FIGUSt� I • Y ICJ16 .. v �!! : 12 CJ17 �n , 12 ti___:,AI�! ���� I: i.- . _ �__ ASJ1 Fr N CO N v L���_� , N Co, N 4/7 GARAGE LEFT 9'-81/2" 11'-71/2" 111-8" BERM WALL 40'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 ONLY.REFER TO RUSSMCAL CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER p% „ umber PLAN 5-D COFFER GNERENG94 ERCF ING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS 4 TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL C O M P A NY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. IIIMINNIN mile MiTek® MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, 6.065 1, 55:04...--.1e....------% avid Baxter, P.E., S.E. Sr. Structural Engineer ��RO PRQ1 MiTek USA co ‘AGINEg9 i0 w DB c' =9200PE 9r mig.....:45. illw'r • l yL 4,,OREGON to <0 44' 14, 2° 4. 12/06/2017 4RRl- 0 EXPIRES: 12-31-2019 'T MR MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-344 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45642861 thru R45642876 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��¢ED P R opens ‘AGI N4-E, /67 87022PE 9f N �N (1‘A), OREGON ci) 41./ti 'AC' sMQER OS AA. i-i E • : 1.1 I t October 13,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45642861 PL15-344_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:20 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-VbZG601tVC67G?b_Xr4Lfg_LdNR3a1 EPOTHI6tyTrl9 I 2-6-0 I I 2-2-9 I I 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 Y. ••• •0000 _.L 4000044144441044144_ "Z .000000000000M-111/4404044440004044 "2 Y. .00000000000 — 044444111044444404 ':.' e L ' 13 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-1 11-4-9 I 9-11-9 101t1r1 111-3-1 1 I 16-4-12 I 9-11-9 0-Y$ 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���� NGN F�qs /O 2 4,4 `c 870 2PE 9r 7CP tN tv �4!>, OREG N ry?AO "5)C�cc�sER 1\ `s A. HE'i\ EXPIRES:06/30/2017 October 13,2015 i I Immo ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642862 PL15-344_UPPER F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:21 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszXlUY-zo7eKMJVGVE_u9AA5ZbaCIXVwmmxJTBZF71seJyTrIB I 2-6-0I I 2-5-1 II 1-2-0 I I 2-4-11 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 • 7 8 oN '/ � e ` \ oN - e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10f3t9 P1- 91 I 16-74 I 10-2-1 0-'I-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,V)- [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress lncr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/0,34=2508/0,4-5=2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6.10=324/0,2-13=1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .�Q`EO P R OAFS., ,q,„. FR , �� 870 2PE 9r N cv 5. >N iv -7 �. j, OREGaN tip 11./ � AMBER 1\ O 9 �`s A. HEC)% EXPIRES:06/30/2017 October 13,2015 s 9 mit ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated b 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/TPIl Qua*Cdlado,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Informaloe available from Truss Plate Insfltute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Suite 109 Citrus Heinhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642863 PL15-344_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-R_h1XiJ71 pMrWJINfG6pk54g9A632wUiUnmPBlyTrl7 11-0-0 I 11-1-11 II 1-2-0 11 1-0-9 1 2-6-0 I Scale=1:32.5 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4 = 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 e N e O 9 O O O O o 9 �1 M z 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4= 3x4= 15-3-11 I 14-1-11 114-8-111 I 19-1-4 I 14-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,V)- [14:0-1-8,Edge],[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94lb FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 27=835/0-4-4,18=835/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1513/0,3-4=1513/0,4-5=-2638/0,5-6=-2638/0,6-7=-3383/0,7-8=-3383/0, 8-9=-3752/0,9-10=3752/0,10-11=3733/0,11-12=3733/0,12-13=3416/0, 13-14=-3416/0,14-15=-2622/0,15-16=-2622/0 BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, 20-21=0/2622,19-20=0/2622,18-19=0/1831 WEBS 14-20=-328/0,15-19=-541/0,2-27=-1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, 6-25=-585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=-321/0,12-21=-264/0, 13-21=-328/0,14-21=0/1085 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 stronghacks,on_edge.spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails, Strongba cks to be attached to walls at their outer ends or restrained by other means. �ccED P R QFFss ���\c, NG]NEFR /029 87022PE r- y-4;y, �Aj OREGO ti�OZN 'AC AMBER '‘'\ r OSA. Her` EXPI RES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Budding 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 R45642864 PL15-344 UPPER F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-R_h1 XiJ71 pMrWJINfG6pk54fXA5e2sKiUnmPBIyTri7 1 1-3-0 1 1 1-1-1 11 1-2-0 II 2-4-15 I 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 m m \7! Ncvy�NaV Naz N m / a e .1 Ic14 r♦ L 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6= 3x5 = 3x5 SP= 15-7-9 I 14-5-9 15-0-91 1 20-9-8 14-5-9 10-7-0'0.7-0 5-1-15 Plate Offsets(X,Y)— [12:0-1-8,Edgej,[18:0-1-8,Edge] LOADING(psf) • SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(LL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, 13-14=3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=272/35,11-20=327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���EO P R OFFss ��D ANGINFFR /02 870 2PE 91' Ncv -yyAj, OREGSN ti <N 'PoMBEs1\ 0 EXPIRES:06/30/2017 October 13,2015 1 , a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with Miiekr&connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate thu design into the overall building design. Bracing indicated b 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 Af1S11Ip11 Quality Cdteda,DU-89 and BCD Mang Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642865 PL15-344_UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Tue Oct 13 08:52:23 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-wAFPk2KIo7Ui7TJZC_e2HIcwmabGnWwrjRWyjCyTrI6 I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 111 111 119aM r N , � r NI. MI, 5 // 4 3x4= 3x4= � I 1-8I 4-1-0 1-8 3.11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Ina* YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. • 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���EO P R OFFS �c\� �NGINEFR s/02 Q 8 r 2PE 9r 7 Nlie EAT OREGO ti O<V 9O FMBER .\\ r4' OS A A. HE EXPIRES:06/30/2017 October 13,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI,. Design valid for use only with M1el&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/IP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642866 PL15-344_UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-0NpnyOLNYQcZldulmh9HpW9wl_ndWp37x5FWFeyTrI5 l'17-'121 10.7-7 I 2-6-0 I 1 1-2-0 I Scale=1:28.3 4x4= 3x4 I I 3x8= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 13 — 2 3 4 5 6 7 8 9 10 a s _ o .• o • N —\IV -41111 . 0N o a o e 17 15 14 13 12 3x4 I I 3x6 = 3x8 = 3x6= 1.5x3 II 4x4= 3x4= 1-0-4 1 0.10.12 I I 16-5-4 0.10.12 15-5-0 I 0-1-u Plate Offsets(X,Y)— [7:0-1-8,Edgel,[12:0-1-8,Edge],[17:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS. (lb/size) 16=1078/0-5-8,11=655/0-2-12 Max Gray 16=1078(LC 1),11=670(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/281,2-3=0/281,3-4=1662/0,4-5=-1662/0,5-6=2516/0,6-7=2516/0, 7-8=-1811/0,8-9=-1811/0 BOT CHORD 15-16=-147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 WEBS 8-12=-759/0,1-16=-431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=-744/0, 3-15=0/1377,3-16=849/0,9-11=1582/0,9-12=0/1027 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ���cp PR 0p. LOAD CASE(S) Standard �eco NGINEF i0 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 � 9 9 Uniform Loads OA) Q 87022PE r Vert:11-17=8,1-10=80 Concentrated Loads(Ib) Vert 1=304(F) N ��Aj<OREGO qa Oki O MBER1 \4 On A. HE-Ck EXPIRES:06/30/2017 October 13,2015 A a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MMI-7473 rev.10/03/2015 BEFORE USE. il. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see Antrim Quality Crpaa,dDS$-88 and KSI Indiana Component 7777 Greenback Lane • Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandna,VA 22314. Sutte 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642867 PL15-344_UPPER F08 Floor 7 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue OG 13 08:52:24 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-ONpnyOLNYQcZldulmh9HpW95T_wOWwy?xSFWFeyTrl5 I 2-6-0 10.5-10 I I 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4— 3 4 53x4= 6 N cl lt --- __,..\:___,o e e e e 0 .--------7---7 e e p 3x4= /X\ 1 9 8 3x4'- 354 3x4= 3x4= I 3-1-2 31-110 3-9-10 1 4-4-10 4]61 8-6-8 I 3-1-2 0.1- 0-7-0 0-7-0 0-1- 40-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Cs.3<(tiNG N F.4 `s�0 2 c487022P7 91' • . i ," y �Au j, OR GON f1)O<N 'AO SMBER '\'\ ' �`) A. HE?' EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/DPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642868 PL15-344_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-sZN99kMOJkkQNmTyKPgWMjiGFOHMFPM8Al?3n4yTrl4 I 2-6-0 1 0-5-6 ( I 1-2-0 I I 1-7-2 Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 I I J ee N N 1--- ----.\= e e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 31-21 3-9-6 I 446 I 6-2-8 3-0-14 0.1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)- [4:0-1-8,Edge],[8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. p PROP E (-,,, ��NG I N��9�i02 Q• � 87022PE 9r <n - �-j, OREGON ti� 4✓� -Qb MBER \1 �O OSA. HEY% EXPIRES:06/30/2017 October 13,2015 t , a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Bum itru fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANsryl Guy Crania,Osa-a9 am mg mama component 7777 e re Greenback Lane Goa* Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suittes Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642869 PL15-344_UPPER F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 0852:25 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-sZN99kMOJkkQNmTyKPgVsMjiDVOCQFDf8A1?3n4yTrl4 I 1-10-12 1 I 1-9-11 I I 2-6-0 I 1 1-2-0 II 1-0-5 I Scale=1:29.4 1.5x3 II 4x10= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II I 1 2 3 4 5 6 7 8 9 e • e e _ o o • N _di 97— o o e o 16 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= I 2-1-12 1 16-10-12 2-1-12 14-9-0 Plate Offsets(X,Y)— [6:0-1-8,Edge],[11:0-1-8,Edgel,[16:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI- DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=1642/0-5-8,16=701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/259,3-4=0/259,4-5=1534/0,5-6=-1534/0,6-7=-1423/0,7-8=-1423/0 BOT CHORD 15-16=1530/0,14-15=-1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, 10-11=0/1085 WEBS 7-11=257/0,2-15=-1613/0,2-16=0/1711,5-13=-252/0,4-13=0/701,4-14=-1231/0, 2-14=0/1449,8-10=-1171/0,8-11=0/549 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do noterert truss backwards QED PR OFFS wc\����(,I N.EFR `4/029 87022PE r yN �N �Aj, OREG N (f �� -YO 41B ER .\1 �O OS A. He?` EXPIRES:06/30/2017 October 13,2015 f _ f ®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 MiTekd 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 the design into the overall building design. Bracing indicated u to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Wek' 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/till Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642870 PL15-344_UPPER F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-KlwXN4Ne42tH_w28u6BIvxEQgnci_gNIPPkdKWyTrl3 I 2-6-0 10-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 • 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 \I. e ✓ 0 0 N CV e '3x4= 1 9 e 8 .�y 3x4= 3x4= 3x4= I 3-1-2 3-?-10 3-9-10 I 4-4-10 416-R 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-h 4-2-6 Plate Offsets(X,Y)- [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<ssED PRQf 43c .tJG{N -FR 0202 870 2PE 9 -7 �- OREGO ti OWN 9�, OBER .tip �`s A. HE EXPIRES:06/30/2017 October 13,2015 s r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANst/RII puaRty Cilteda,DS6-89 and BCSI guiding component Sulfa 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cres Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642871 PL15-344_UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszklUY-KIwXN4Ne42tH w28u6BIvxEM?nUM_IeIPPkdKWyTrI3 I 2-6-0 I I 2-3-5 I I 1-2-0 I I 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 No �'/ _ � 9 �_� e /_ tea No ae e e 1 r412 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10b51011113 113131 1 16-5-8 I 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <C�EO P R OFFss ��G. NGiNEFR /O�y 87022PE r 1 N >� y �Aj, OREGON 0,:BER o�N -`S A. He EXPIRES:06/30/2017 October 13,2015 e __ 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 M7ekE connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPI1 Quality Cdteda,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 R45642872 PL15-344_UPPER F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UYoyUwaONGrL?8c4dKRgi2R8nVrBr5jAl Rd3UAszyTrl2 I 2-6-0 1 1-1-11 II 1-2-0 II 1-2-5 1 Scale=1:33.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 i O N N ee y e 4 I lea 15 14 13 12 3x4 = 3x8= 3x6= 3x4= 4x4 = 3x4= 14-8-11 15-5-3 I 14-0-3 14-'111 1�3-1111 19-3-0 I 14-0-3 0-1-'8 0-7-0 3-9-13 Plate Offsets 0(y)- [12:0-1-8,Edge],[13:0-1-8,Edge] 0-7-0 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=841/0-4-4,11=841/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3066/0,3-4=-3066/0,4-5=3885/0,5-6=-3885/0,6-7=-2736/0,7-8=-2736/0,8-9=-2736/0 BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 WEBS 7-13=0/459,8-12=-585/0,2-16=1962/0,2-15=0/1347,415=723/0,6-14=0/583,6-13=-940/0,9-11=1985/0, 9-12=0/1209 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��.'�0 P R oFFss ���� �cNG[NEFR /02 870 2PE 9t' yN rN fi-0j, OREGSN ef,:3 Air 9C c�,1�8ER .\1 r' CS A. H Vik EXPIRES:06/30/2017 October 13,2015 i a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M1ek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not �a a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele E°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/TNI Quart*Cdleda.m6.89 and eon Bonding component Safely Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642873 PL15-344 UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UYoyUwaQNGrL?8c4dKRgi?R8nYyBt?jFVN2d3UAszyTrl2 I 2-0-0 I 1 1-10-1 1 1 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 1.5x3 11 1 2 3 4 5 6 3x4= 7 e 0 N e - e e e q(�( 1<X - 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= 1 8-2-9 1 8-9-9 9-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)— [6:0-1-8,Edge],[10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Inca- YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4\(CPEO P R OFFss ��� �NGINE�cR /OA. 870 2PE / 1' N cv 7 SAT OREGON cls Opti 9O FMBER .``� • r-' On A. HE��P EXPIRES:06/30/2017 October 13,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. MIT. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r11 Quay 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 R45642874 PL15-344_UPPER F15 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-G82IomOucf7?EECW?XDE_MKfMbBaSgSasjDjOPyTrl1 I 2-6-0 I I 2-0-15 I I 1-2-0 I Scale=1:24.8 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 o °:' N e e e e e e e 13 12 11 10 1 ' 3x4 = 3x6= 3x4= 4x4= 3x4= 10lr7 11-2-15 I 9-9-15 9-111}7 111-1-7 I I 14-2-12 I 9-9-15 0-y$ 0-7-0 2-11-13 , Plate Offsets XY 0-7-0 at a ( )— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=620/Mechanical,9=620/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1996/0,3-4=-1996/0,4-5=-1633/0,5-6=-1633/0,6-7=-1633/0 BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 WEBS 6-10=744/0,2-13=-1389/0,2-12=0/765,4-11=-582/0,7-9=1441/0,7-10=0/948 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �REp P R OFFS ;::3 ,yGINEF `�i0 4t fif87022PE 9r yto ,N �4)), OREG N rl� 4'ti 9O �cMBER ` �O �S A. HER�P EXPIRES:06/30/2017 October 13,2015 t t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing .MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/M1 Quality Criteria,DS11-89 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 R45642875 PL15-344_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:29 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-kKcg?5PWNzFsrOnjZEkTWZszj?egBD6k5NzHwryTr10 1-4-12 I 1-4-0 1 1.5x3 I I 2 3x4= 3 1.5x3 Scale=1:8.7 N { 5 4 3x4= 3x4= 2-11-12 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:4-5=10,1-3=100 Concentrated Loans(Ifs) Vert:2-188(F) ���03 P R OFFss <4., NG(N .FR /,2 870 2PE 9r U) cv -7 . j, OREG N (yam 4IBER 1/43 A. HEC \-\1"- EXPIRES: EXPIRES:06/30/2017 October 13,2015 $ D ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and b for an individual building component,not a truss system.Before use,the building designer must verify the applicabi ity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Malek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl 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 R45642876 PL15-344 UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-G82lomOucf7?EECW?XDE MKICbGcSkYasjDjOPyTrl1 I 1-6-0 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 q 53x4= 6 o ., e 0 c.:i o . e e e 101 9 8 e e 3x4= -0" 3x4—3x4= 3x4= I 3-2-10 I 3-9-10 I 4-4-10 I 8g8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=926/0,3-11=926/0,3-4=-926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(elf) E0 P R 2-F Vert:7-10=8,1-6=-80 ���` Pk-6, ConcentratedVertLoads CD�,'• �NGINF E /0 870 2PE -- N -7 '0), OREG N (13 lid 9C, MQER .\1 \O SSA. HE¢�P EXPIRES:06/30/2017 October 13,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall E building design. Bracing indicated s to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII GadflyCunene,OSS-819 and SCSI`Wane Component 7777 Greenback Lane Safety Infonnatlon available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandna,VA 22314. Suite 109 Citrus Heights,CA 95610 MOIL Symbols Numbering System A GeneralSafety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 " platejointunless Center on x,y 6-4-8 shown in ft-in-sixteenths p Y 1 /4I dimensions I (Drawings not to scale) Damage or Personal Injury offsets are indicated. "ME Dimensions are in ft-in-sixteenths. 111� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Trus bracing must be designed by an engineer.For 0 1/f 6" 4 wi e truss spacing,individual lateral braces themselves m y require bracing,or alternative Tor I _ br cing should be considered. O = 1\111111h1 $ 3. N ver exceed the design loading shown and never 1111141or U U stq'ck materials on inadequately braced trusses. a O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '` ' cs deiigner,erection supervisor,property owner and plates 0 1'i ' from outside BOTTOM CHORDS all Other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 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 illlii required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO logations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. D=sign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT th-environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. less software or upon request. 8. h.11 not exceed 19%attimletof fabrication.f lumber PLATE SIZE PRODUCT CODE APPROVALS 9. U less expressly noted,this design is not applicable for ICC ES Reports: us-with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.ember is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 re ponsibility 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.RI•te type,size,orientation and location dimensions in.icated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lu ber used shall be of the species and size,and in•II respects,equal to or better than that �� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the Sp cified. �� bybracing truss unless otherwise shown. text in the section of the 13.To.chords must be sheathed or purlins provided at output. Use T or I bracing s..cing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.8•ttom 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.C.nnections not shown are the responsibility of others. Indicates location where bearings 16.D.not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved a.proval of an engineer. reaction section indicates joint 17.h tall and load vertically unless indicated otherwise. ® number where bearings occur. Min size shown is for crushing only. NMI lMilo 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and picturesbefore use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. M r Tekt 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 Mu ' MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-92_U P Fax 916/676-1909 5D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832552 thru R41832567 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PROFL, 44/ 870 2PE 9c' yA:?,), OREGON Q lt/ 9 �41BER4 °s A. HER EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. --I mit MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92_UP Fax 916/676-1909 5D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832552 thru R41832567 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. k ONIO Cf, di WASA>,,4 f e, O •4 t ier ais, 4, 49639 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 513 R41832552 PL14-92_UP F01 Floor 6 1 Job Reference(.ptionah Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:14 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-ZUAMIRGH36RsRkXU127EmMisJ1UNN695C9Z 15zOQSI 1 2-6-0 I I 2-2-9 11 1-2-0 11 2-4-11 j Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 o e • o �' / 11111114111141111111111111411IO \ / N e e' Co e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10$1 11+9 I 9-11-9 10,41-1 111-3 -1 1 1 16-4-12 1 9-11-9 0 $ 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edge1,F11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .- ONIO ` TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 f BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 o Oil WAS:iitel, WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 '1 NOTES ` '' 1)Unbalanced floor live loads have been considered for this design. +j Jo N 2)Refer to girder(s)for truss to truss connections. f 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "` 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d L be attached to walls at their outer ends or restrained by other means. +' 49639 LOAD CASE(S) Standard �IONAL' 2 ',w 870 2PE p F fi'oj, ©REGI rt,©41 C OER S & H��NyP EXPIRES:06/30/2015 April 22,2014 I WARNIPG-Verify design yarameters and READ NOTES ON MIS AND IAYIUDED NUM REFEREN1 PAGE tri11-7473 rec 1/29/2014 E REUSE i � Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. l Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ■y' � « erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �j/) fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll QualIy Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Suite 109 StInformation spat nett the T sNite 312. rla,VA22314. Citrus Heights,CA,95610ItouhernpeI i MsignvalsmesliectiveO6/G1/2OL3+Y AIM Job Truss Truss Type Qty Ply 5D R41832553 PL14-92_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:15 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-1 gkkynGvgPZj3u6gbleTJZFOdRgO6Y7ERplYHXzOQSk I 2.6-0 I I 2-5-1 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 `7 8 N - / \ 2 . I N e e 1" 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 1013[9 111-5-9 ii 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): I10:0-1-8,Edgel,[11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'f oNIo TOP CHORD 2-3=-2508/0,3-4=-2508/0,45=-2587/0,5-6=2587/0,6-7=-2587/0 Q* iCA, BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 0$ oo WASitti y WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 -- G1 'Ti. NOTES 00 � ` QZ�``` 1)Unbalanced floor live loads have been considered for this design. T,i f N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. f 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 ter, be attached to walls at their outer ends or restrained by other means. 49639,` O.4, �GIS'T8g �" LOAD CASE(S) Standard ' ONAL � �`co. ��',,t) PR axis 87022PE { 1 C. rN F, °Al. OREGON r'')44' ti "P 0 '41$ER 1\ C'' OS P A. HE EXPIRES:06/30/2015 April 22,2014 i i ®NARNENG-Verify design parameters and REALI MOTES ON THIS AND I{ .1/sED MIIEK REFEREN2 PAGE MIT-7473 ren 1/29/221d PHHHOREUSE Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. ill., 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 responsibiltity of the ^�'T��m erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lir[ 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If'Southern Pira f 3P)tvrntset is specltied,the design values are thine effective O6/0512053 by MSC Job Truss Truss Type Qty Ply 5D R41832554 PL14-92_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:16 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-VtI6A7HXbjhah2hs9T9imoBrrAWr QOfT25pzzOQSj 1 1-0-0 1 1 1-1-11 ii 1-2-0 II 1-0-9 1 2-6-0 Scale=1:32.5 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 N o�,eXy� b O O O 'e` ?L._ O • li 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4= 3x4= 15-3-11 I 14-1-11 114-8-111 I 19-1-4 I 14-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(KY): I14:0-1-8,Edge),[19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Incl YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=835/0-4-4 (min.0-1-8),18=835/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `�10NIO Aie TOP CHORD 2-3=-1513/0,3-4=-1513/0,4-5=-2638/0,5-6=-2638/0,6-7=-3383/0,7-8=-3383/0, r, 8-9=-3752/0,9-10=3752/0,10-11=3733/0,11-12=3733/0,12-13=3416/0, ©o g yJ�$ „ti 13-14=-3416/0,14-15=-2622/0,15-16=-2622/0 44.'" BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, n� r 0.0 20-21=0/2622,19-20=0/2622,18-19=0/1831 J( WEBS 14-20=-328/0,15-19=-541/0,2-27=-1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, s- i t'.4 6-25=585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=321/0,12-21=-264/0, i 13-21=-328/0,14-21=0/1085 NOTES o it, 49639 c 0-c. . .'o iso0. 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �xNALC 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. R� P R OP4`Ss LOAD CASE(S) Standard DC7,, 04' N 5, /O 14 `.c 870 2PE 9 ycfNt ^0j, OREGO ur 9 .sill BER ‘ C)S A, HERN4P EXPIRES:06/30/2015 April 22,2014 l s W,AMIE-Verity design yarame5rs and READ t/OIES O?/MIS AND IMT Il0E6 MffEK REFERENa PAGE NII-7473 rex.1/2912014 STORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the -�e�« 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/TPII Qualfly 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 Hei hts,CA,95610 IfSo.imbere Pine 01 lumber is specified,care drdiigar values are those effective cam;*2/2L1s3 by ALS 9 Job Truss Truss Type Qty Ply 50 R41832555 PL14-92 UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-RFPtboJn7KxlwMrFGuBAxChAiegZJglg7mXCuszOQSh I 1-3-0 --I 1 1-1-1 II 1-2-0 11 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 N, W - - ,000000000wi.- o.- I ° e e e- 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5= 4x6= 3x6= 3x5= 3x5 WB— 15-7-9 I 14-5-9 15-0-91 i 20-9-8I 14-5-9 7-0 7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel.118:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONTO / TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, p i_S' �Z�4 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=4230/0,12-13=3519/0, o' p 'ASI rx_ 13-14=-3519/0,14-15=-3519/0 Gad, . BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, '� grs A 6 19-20=0/3519,18-19=0/3519,17-18=0/1990 ' t;f Q'Z tz WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 1 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 12-20=0/1057 i . SW NOTES FITBSP 1)Unbalanced floor live loads have been considered for this design. 4`ZS, ,ICI‘ 2)All plates are 1.5x3 MT20 unless otherwise indicated. IONALti� 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed In accordance with the 2012 International Building-code section 2306:1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbac s to be attached to walls at their outer ends or restrained by other means. , .,D P R Q i. LOAD CASE(S) Standard �\�'44 ��G)NSR `�/pip 870 2PE f d'Or OREGsN �'''4W Os, A, Hev- EXPIRES:06/30/2015 April 22,2014 9 t WARNIIIS-Vedfydesign par me'arsandREADPCIESONTNISANE1N21OOEDMITERREFEREN PAGE MPI-7473 sec 1/24/2014E2FOREUSI Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p ' �iC4's erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII 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 I#Southern Pine t5P}lumina ik specified,the designs valuesare those effective116/01/2013 by*L52 Job Truss Truss Type Qty Ply 5D R41832556 PL14-92_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXl UY-RFPtboJn7KxlwMrFGuBAxCtdCeyJ15g7mXCuszOQSh 1-4-0 I 2-6-0 I 1 1.5x3 I I 2 304= 3 1.5x3 I I Scale=1:8.7 ll II 0 , N 111111111111111111111111111111111111111 id 111-14 ,.. I M II Mil MIL ki 5 '/ 4 354= 3x4= 9-1-81 4-1-0 I 6-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (Loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES ONIp r,_ 1)Refer to girder(s)for truss to truss connections. ©? Q WASxrr, . 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. ".s. `'t,✓ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1$ / X!, d 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Zi Q t� be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1 1 16 49639 x,i`c" (9/ONALSYs E rlf" 4.(F,V PRO -`'AN c., N• N E 15' p2 �' 87022PE 9f /` y (I' 7, OREGON (i`?©k/ RO fi BER ON ©S A. Hec\P EXPIRES:06/30/2015 April 22,2014 t t ®WARNING-Verity design yaramefrsand READ NOTES ONTM:ISAND matzo MITERREFEREMIPAGEPfII-1473 ren t/25/221dBEL-DBE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown {' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p IgTelle erector.Additional permanent bracing of the overall structure is the responsibilityV�of the building designer.For general guidance regarding f 1 fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from:NM Plate Instttute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern IFirtelSPI,tumbles Is specified,the diarists vahtas era those MMazthre 0£/S1/3G13 by MSC Job Truss Truss Type Qty Ply 5D R41832557 PL14-92 UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:19 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-vSzFo8JPue39YWPRgbjPTPQdB2AJ2KEgMQGIQIzOQSg 0.17._1-12 10-7-7 1 2-6-0 I 1 1-2-0 19-4-91 Scale=1:28.3 4x4= 3x4 I I 3x8= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 13 = 2 3 4 5 6 7 8 9 10 e - 1 \Ill / N o 0 0 - e e , e 4�,Q(Py 17 4, 15 14 13 12 3x4 I I 3x6 = 3x8= 3x6= 1.5x3 I I 4x4= 3x4= 1-0-4 1 0-10-12 1 1 16-5-4 I 0-10-12 15-5-0 0-1-a Plate Offsets(X,Y): 17:0-1-8,Edae1.112:0-1-8,Edael.117:Edcie,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (Ib/size) 16=1078/0-5-8 (min.0-1-8),11=655/0-2-12 (min.0-1-8) Max Gray 16=1078(LC 1),11=670(LC 4) `1.,t.^{ONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. f*"- TOP CHORD 1-2=0/281,2-3=0/281,3-4=1662/0,4-5=-1662/0,5-6=-2516/0,6-7=-2516/0, oc? flv WAS/1-1 7-8=-1811/0,8-9=1811/0 C) f.,7, 0, „ BOT CHORD 15-16=147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 ,' r 1, Q ,, WEBS 8-12=759/0,1-16=-431/0,7-14=0/820,6-14=284/0,5-14=0/253,5-15=744/0, . +n tr +� S tsl 3-15=0/1377,3-16=-849/0,9-11=-1582/0,9-12=0/1027 NOTES /4, 1)Unbalanced floor live loads have been considered for this design. ` 49639 ,0� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 94,3'v A eGIS,T'E.R' ~ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��'SIONALV'-. be attached to walls at their outer ends or restrained by other means. 5)CAUTION Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. , PR 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��,<(�` ; r5 LOAD CASE(S) Standards 1.5 �9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 /r $70 2PE Uniform Loads(plf) Vert:11-17=-8,1-10=80 Concentrated Loads(Ib) Vert:1=304(F) g CO. .",N N y ^:j, OREGO c 4kr "Po " ER .0C� 00 EXPIRES:06/30/2015 April 22,2014 ®WARNING-Ve ffdesign tarsmeters and READ NODES ON MS Am IN2UBED/41108 REFERENCE PAGE HII-1473 reg.1/29/20Jd 9SF I/S£ Design valid for use only with Mrfek connectors.This design is based only upon parameters shown,and is for an individual building component. mi t 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 M-Tek' 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/T911 Quality Criteria,DSB-89 and SCSI Bolding 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 tfSouthern Pine OP/laursiaer'is specified,the design values are those effective 0002(20136y+ALM Job Truss Truss Type Qty Ply 5D R41832558 PL14-92_UP F08 Floor 7 1 Job Reference(optionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:20 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-NeXd7UK2fyC0Af dOlEeOdyyfSfJnuNza40JykzOQSf 2-6-0 10-5-10 I I 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4= 3 4 53x4= 6 0 ---\1 . N O N 0 0 e e3x4= 1d9 8 /\ 3x4=- 3x4 3x4= 3x4= I 3-1-2 3-?-1�0 3-9-10 I 4-4-10 416-g 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edael,[9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. t'tONlO 2,_ TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 ` BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 o 61 ,S WEBS 2-10=736/0,2-9=-37/269,5-7=718/0 ,—+ "�) NOTES 'v A. / —''- ��� t: 1 Lr+ 1)Unbalanced floor live loads have been considered for this design. 1 ` , N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. "p + 49639 4 LOAD CASE(S) Standard '.z,s ONAL �G� R (} PR OFA 870 2PE r <n c y '0j,, OREGSN r?> w 9C5 F I ER �' 4 OS A. Her, EXPIRES:06130/2015 April 22,2014 1 l ®NA/JdING-Iferdfy design paranleisrs and RE4O NOTES ON TNISAND MUDDED PffIEK REFEREN1 PAGE NII-1473 roc 1/29/2014 9OFTREI/SE Design valid for use only with Mttek 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 Mill is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ��� , erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 • Sal Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 Soutessets p (5P}kneettee is specified,the designrvais es art those a eca:cre Job Truss Truss Type Qty Ply 5D R41832559 PL14-92 UP F09 Floor 1 1 Job Reference(ootionalt Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:21 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-rq5?DgLgQFKtnpZgxOItYqV7RsOHWNn7pkIsUBzOQSe I 2-6-0 I 13-5-6 I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4= 31.5x3I I 4 3x4= 51.5x3 I I 0 L. 0 c, N N { e ° o e Y� 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 3.24 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edael,18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ti'TONIO f _ TOP CHORD 2-3=-362/0,3-4=-362/0 'Z��( BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 OC. ci WA4S WEBS 2-9=-456/0,4-6=-424/0 U F«� ter NOTES AA r ,>,0, 1)Unbalanced floor live loads have been considered for this design. ` 'I 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. 47 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 . ' 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to U, •GIS10 be attached to walls at their outer ends or restrained by other means. — 4' '!OZVALV LOAD CASE(S) Standard c,O PR Opts LG...;. ANG`)NE�11 sp.0. ' 87022PE t'" y fiAj, OREGO q:'q4/ 90 ' BER N p� A. HE'k EXPIRES:06130/2015 April 22,2014 WARNING-Verify design paratslefr3 and READ MESON MIS AND I742UDED MITER REFERENZE PAGE NII-1473 sex,429/2014 DIMOREUS£ Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MIT is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillib'of the I{' � • erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [irl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Mil 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.PineISPI lumber is spectf est,the design values asethose effeccisre 04:l'11IJZO13 by At.SG Job Truss Truss Type Qty Ply 50 R41832560 PL14-92_UP F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:22 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-K1 fOQAMIAZSkPz80VjG6522FQFHaFeKG2OVP1 dzOQSd 1 1-10-12 1 I 1-9-11 II 2-6-0 1 1 1-2-0 ii 1-0.5 I Scale=1.29.4 1.5x3 I I 4x10 = 1.5x3 I I 3x4= 1.5x3 H 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 _ o o ` e / oN - °g1°1111°°°°°°. — III 111 III III IIIJIPIIIIIIIIIIIIIIIP-- e o o e ' 16 14 13 12 11 10 4x5= 3x4 ll 3x10= 3x6= 1.5x3 II 3x4= 3x4-- 1 1 2-1-12 1 16-10-12 I 2-1-12 149.0 Plate Offsets(X,Y): f6:0-1-8,Edgel,f11:0-1-8,Edgel,f16:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 15=1642/0-5-8 (min.0-1-8),16=701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) ` ..cON7o / FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ©-3 t)'5i`AS7� 14' TOP CHORD 2-3=0/259,3-4=0/259,4-5=-1534/0,5-6=-1534/0,6-7=-1423/0,7-8=-1423/0 (1 ) '. `'?1 BOT CHORD 15-16=-1530/0,14-15=-1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, , " i.' ft .' j� 10-11=0/1085 ,z . I._ T WEBS 7-11=-257/0,2-15=1613/0,2-16=0/1711,5-13=-252/0,4-13=0/701,4-14=-1231/0, , 2-14=0/1449,8-10=-1171/0,8-11=0/549 N 1)U balanced floor live loads have been considered for this design. Q ,49639 4' Qi Toe 44, 2)Refer to girder(s)for truss to truss connections S 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 764 lb uplift at joint 16. 'VxQNAL 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. D PR ores LOADCASE(S) Standard A7`o< .1GjNE .-7v/0 „-.. _ ,c. 870 2PE titcv - `x‘ tv -0), OREGO q, 44/ O fi BER )\ x� On SER HER S EXPIRES:06/30/2015 April 22,2014 1 WARNIM -Vedfydesign parametrrsand READ NOTES ONMIS AND MOPED HUM REFERENCE PAGE NH-7473 ret t/2:+/29149EFOREUSE Design valid for use only with Wel(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 Mitek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Alibi(' i fabrication,quality control storage.delivery-erection and bracing,consult ANSI/fPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 SI Southern Into ine f lumber r Is specified,the design sign.veil ere thoseef effective 06/1/Z0U b VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5D R41832561 PL14-92_UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UYoDDmeVdNwxtabl7jC3RnLeFaSbfgs_F2QG2EzZ3zOQSc 2-6-0 10.5-10 I I 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 • \e a e 0 0 eti N I e e e e e 1 y 8 e 3x4= 3x4-=- 3x4 3x4= 3x4 = I 3-1-2 31-10 3-9-10 I 4-4-10 4f612 8-8-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1-g 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edge1.19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIO TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 t BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 QV WASyrt; WEBS 2-10=757/0,2-9=28/290,5-7=-737/0 G /-- f NOTES I ` ,�°" 1- L? N 1)Unbalanced floor live loads have been considered for this design. ,—- 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1"`� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 ,.,> be attached to walls at their outer ends or restrained by other means. GxSTTIL LOAD CASE(S) Standard S' \�� lLCZG`I�F. ,s/0 87022PE r" to .-p moi, OREG N c .,41.1\/ OSA. H .0P EXPIRES:06/30/2015 April 22,2014 t i ARNSNS-Vent),design pareniersandREADN3TESON3H1SAND1N2€#DEDf9TTERREFERET PAGE NIT-1413 rev.1/15/2014 POORE USE Design valid for use only with Mirek connectors.This design is based only upon parameters shovm,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 '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 ANSI/TPI1 Qualify Cnteda,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 Pirte ISP)lumber Is spreOrres1 the design values axe titer.effective 06,101/2013 by*1SC Job Truss Truss Type Qty Ply 5D R41832562 PL14-92_UP F12 Floor 6 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXlUY-oDDmeWNwxtab17jC3RnLeFaOwfYW AJQG2EzZ3zOQSc 2-6-0 I 2-3-5 I I 1-2-0 1 1 2-4-11 1 Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 N 11-/ � -01.1.11.1.11........ \ / 11141111111111111114141141111411111e N I e _ 1`� 12 11 10 9 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 101113 11-3-131 1 16-5-8 I 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0tONIO ` , TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 �1� BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 o Qd'WAS,tr, 1 WEBS 6-10=319/0,2-13=1648/0,2-12=0/1025,4-12=379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 () , `W'),6:NOTES .sLo- NOTES gyro 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)13. t 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. II 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d,p 49639 44' be attached to walls at their outer ends or restrained by other means. C} GIS`E LOAD CASE(S) Standard �S'ONAL -<��,cO PR ore s c��_kJ �.., E i /p%9 8 • 2PE , c-- yco^�j, OR EGO `)Q<tr 11'O 8 E R 4A On A. HE��P EXPIRES:06/30/2015 April 22,2014 s WARNING-tret/fgdesignparalletrsandREAP!OTESDHTHISAAND1N2€T)EDM77EKREFEREt PAGE 1077-7473 rev.1/29/231dBEFOREURE 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 il is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p�i�et'a erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Il fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/fPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 NSrNely Information availabletr fromspecified, design areetStreet,Suite effective 06Alexandria./213b VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5D R41832563 PL14-92_UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 o Jan 13 2014 M7ek Industries,Inc. Mon Apr 21 15:40:24 2014 Page 1 ID.j7axn4OsHnThIyaUAczwOszX1 UY-GPn8rsNYiAiSeHIPd8IaAT7Xn3vFjbjZVi_W5VzOQSb 2-6-0 1 1 1-1-11 II 1-2-0 II 1-2-5 1 Scale=1:33.6 1.5x3 11 3x6= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 II 1.5x3 11 4x5= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 _ _\ a /_..+ < e o I ` o N \ N O ee C. 1• 15 14 13 12 3x4= 3x8= 3x6= 3x4= 4x4 = 3x4= 14-8-11 15-5-3 I 14-0-3 14-h11 1�3-1111 19-3-0 14-0-3 0-t-B 0-7-0 3-9-13 0-7-0 0-1-8 Plate Offsets(X,Y): 112:0-1-8,Edgel,113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=841/0-4-4 (min.0-1-8),11=841/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,�ONIO TOP CHORD 2-3=3066/0,3-4=-3066/0,4-5=-3885/0,5-6=-3885/0,6-7=-2736/0,7-8=-2736/0,8-9=-2736/0 tiJ BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 Oo? C}'vr WAS.Ar� WEBS 7-13=0/459,8-12=585/0,2-16=1962/0,2-15=0/1347,4-15=723/0,6-14=0/583,6-13=940/0,9-11=1985/0, O , 9-12=0/1209 C-C{ , �'� 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)11. ' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. o xt` 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �0 4�fi39 be attached to walls at their outer ends or restrained by other means. 6%,o Rix LOAD CASE(S) Standard �`ss1(3NALE�G� !7 s_ ��....c.0 E� PRaxFss �C7�5 0NGtN>e&-R /c2 8 f 2PE �9f' -- AT OREGO cL ,,,ti./90 � gER ''A SSA. HS?' EXPIRES:06/30/2015 April 22,2014 1 t ®WARNIIrG-Verify des/go parsmern aod RE4LI trC YES ON 7515 AM)INCLUDED ICIER REFERENCE PAGE 1171-74173 sax i/25/20Id&TOREUSE Design valid for use only with Mick 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 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MIIT0k fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern:Pine ISPI kmriser istpetifi ,the design valuesaarttayse.effective 06/02/2.013 by ALS{ Job Truss Truss Type Qty Ply 5D R41832564 PL14-92_UP F14 Floor 6 1 Job Reference(notional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:25 2014 Page 1 ID.j7axn40sHnThIyaUAczwOszXl UY-kbKW3COATUqJGRtbAsppjgfleTHOS7RikMj3eyzOQSa 1 2-0-0 I I 1-10-1 I I 1-2-0 1 1 2-5-3 1 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 H 1.5x3 II 1 2 3 4 5 6 3x4= 7 e O0 0. 0 N N- e o e e 1:: . 11 10 e 9 8 ' 3x4= 3x5= 3x4= 1.5x3 I I 3x4= I 6-2-9 1 8-9-9 1 9-49 1 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edael,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Ina' YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. i cZ TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 0} gv WA,S r WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=1277/0 C' ��'' G' -` . ,( "7� a 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. tT 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. 'O '�49£139p 4 ,0 w LOAD CASE(S) Standard 'SSS' '5^ I0NAL�� .i},E0 PRQ,4c- �3 GINE `iO 2 ". 87022PE lir' r� �9 fi"e>s OREG N rtQ' 44/ O, SER A' �� �" A. • H ERS EXPIRES:06/30/2015 April 22,2014 KARP/I i-Verify design pemtstetrs andREA-'P NOTES ON THIS AND INCIUDED AMEN REFERENCE PAGENII-74173 sec 1/29/2014 85'JR1USE �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction 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/011 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 ffScuthexe.Putel5F}lumber is specified,the design valises are those.effective£G/01(2013-by ALSC Job Truss Truss Type Qty Ply 5D R41832565 PL14-92_UP F15 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kbKW33COATUgJGRtbAsppjgfhlTGkS57ikMj3eyzOQSa I 2-6-0 I I 2-0.15 I I 1-2-0 1 1)-41 Scale=1:24.8 4x4—1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 No , o . a a e 13 12 11 10 3x4 = 3x6= 3x4= 4x4= 3x4 = 10.6-7 11-2-15 I 9-9-15 9-1117 111-1-7 I I 14-2-12 I 9-9-15 0-1-8 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(X,Y): I10:0-1-8,Edge),111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 13=620/Mechanical,9=620/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1ONIO TOP CHORD 2-3=1996/0,3-4=1996/0,4-5=-1633/0,5-6=-1633/0,6-7=-1633/0 (r, BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 06�v WAS.kpi WEBS 6-10=-744/0,2-13=-1389/0,2-12=0/765,4-11=-582/0,7-9=-1441/0,7-10=0/948 Cl *' '0 11, q' r d NOTES ,z to 4,,. � �1, 1 1)Unbalanced floor live loads have been considered for this design. l 1 2)Refer to girder(s)for truss to truss connections. .07 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 11 r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16 4, 49639 ki 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 CISTE be attached to walls at their outer ends or restrained by other means. .(+et,' �'-IONALVG LOAD CASE(S) Standard 4,cO PROPe ,_,c3\<(-,\AGINE.419,,(2,. Ct 87022PE t--- / �'tj OREGON rimmkt . C ill SER \ P �" A. HeCk EXPIRES:06/30/2015 April 22,2014 s WARMING-Verify design parameters and READ NOTES ON MIS AND T?KZUDEO BfTTEK REFERE stI PAGE 0111-1413 sex 1/24/2314 BEFORE US£ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p�'T� a erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY� 1 fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,USB-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 ti Southern Pine ISP}lumber is spesdied,the deli&n values are those effective DS/01/261.3 by MSC Job Truss Truss Type Qty Ply 5D R41832566 PL14-92_UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-CouuGXPoEoy9uaSnkZL2FuC?ftLBenszOTdAOzOQSZ 1-4-12 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 , N • 5 4 3x4= 3x4 = 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 0¶ONIO NOTES cWASIt, 1)Refer to girder(s)for truss to truss connections. C,) ; W� 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. E.r' r !Y, d 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to { be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). '�' LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 '91ONAL G Uniform Loads(plf) Vert:4-5=10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) � PROpe �c�� ,�NGINEF� q'L 870 2PE 9f OREG•N 2 ©�✓� *-Pfi BER \'` A, HER • EXPIRES:06130/2015 April 22,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND'MIMED P117EK REFERENCE PAGE 1111-1473 rev.1/21/2SI4 Bit 0REUS£ Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVB fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/tPll Qualify Criteria,059-89 and SCSI Bulding Component 7777 Greenback Lane,Suite 109 Safety Soul Moa avaavailable from c institute, Lee 312. rvalues a ainethouei eC xeO6 Alexandria.VA 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 50 R41832567 PL14-92 UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4026 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-CouuGXPoEoy9uaSnkZL2FuCyuth?BcTszOTdAOzOQSZ 1-6-0 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 e e e 7...... o 0 4 N , e e e 1 \ 9 e e3x4= 8 3x4= 3x4= 3x4= I 3-2-10 13-9-10 14-4-10 I 8-68 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): f8:0-1-8,Edgel,f9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ... ONIo TOP CHORD 2-11=926/0,3-11=926/0,3-4=926/0,4-5=-926/0 y+- BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 0$ 0 W -v WASpw ,, EBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 C,: ,'�✓ n" Q d NOTES + _ t`1 1)Unbalanced floor live loads have been considered for this design. - , 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to h. 49639 4 be attached to walls at their outer ends or restrained by other means. t7 5)Hanes or other connection device(s)shall beprovided sufficient to support concentrated load(s)233 lb down at 2-2-0 on topchord. ' CIS I>rR Hanger(s) PPo ..S — U� The design/selection of such connection device(s)is the responsibility of others. ZONAL '' 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). llri LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 40 PROF4- Uniform Loads(pH) r)t Vert:7-10=-8,1-6=-80 4�`ox ,xG)NE.k- 'Z Concentrated Loads(Ib) Vert:11=169(B) 87022PE t' N 7 4T OREGO rt''44/ 'A0 8ER11 os A. HE EXPi F;ES:06/30/2015 April 22,2014 f _ , WARNING-Verity design parameters and READ MES ON THIS AND GUIDED MIIEK REFEREAt2 PAGE P471-1473 inc 1/29/2014 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p HiQ * erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYB ci fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/1711 Quality Crifeda,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. Cnrus Heights,CA,95610 if Southern.Pine)SPj famine is specified,the design values ase Mose effective 06/111/2011 by&S.SC Symbols Numbering m a GeneralSafety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p y a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. 11:64„ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. O_7/f 6 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual laterabraces themselves Mirinillt I 41 1 iiillbli may require bracing,or alternative Tior I .. p bracing should be considered. 111. ....lior 0 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. For 4 x 2 orientation,locate C7-8 •.7 5.6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 'nd' 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 i� Indicated by symbol shown and/or by text in the bracing section of the SYP represents values as published specified. i by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiing is installed,unless otherwise noted. BEARING w-• 15.Connections not shown are the responsibility of others. Indicates location where bearings(supports) occur. Icons vary but 16.Do not cut or offer truss member or plate without prior ©2012 MiTekOO All Rights Reserved approval of an engineer. reaction section indicates joint ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. M111.11° 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, N e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1 Te ANSI/TPI 1 Quaity Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek USA nc 7777 Greenbadc Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916-676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired.I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date tbr my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osheels.ora for current license updated renewal status. If you have any questions, please contact me at 800-772-5351. Sincerely, tto P 81022PE OREGON A'r12,1;- 4:4 *.N. EXPIRES: 640-19 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). -1" iAt �� gR ° lea °I- 17 t t '` 4/ h 0 6 4243 Y Gb �U ;Vigil/ m EXPIRES, { 011 111111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(•4068) 864 9.10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 618 10-11=(•2326) 10538 4-10=( •552) 2538 LOADING 4- 5=(-6996) 1538 11.12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12.13=(-1910) 8634 11. 5=( -718) 3206 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5-12=(-2114) 342 TC UNIT LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0" TO 9'- 7.5" V 7- 8=(-6686) 1490 12- 6=( -612) 2824 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5" TO 11'- 7.5" V 6-13=(-4768) 1062 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) IC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0" 0'- 0.0" -682/ 3075V -34/ 41H 5.50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 9'- 7.5" 11'. 7.5" -1228/ 5488V 0/ OH 5.50" 8.78 KDDF ( 625) ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'- 0.0" Connector plate prefix designators: ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 °oc spacing.) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I 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 MAX LL DEFL = 0.001" @ -1'• 0.0" Allowed = 0.10D" ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060" @ 5'- 9.8" Allowed = 0.535" nails staggered at: MAX TL CREEP DEFL = -0.178" @ 5'- 9.8" Allowed = 0.714" 9" oc in 1 rows) throughout 2x4 top chords, **HANbER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 206 bottom chords, CONC.,LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015" @ 11'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0" 1-11-11 7-08-021-11-11 1-11-11 T NOTE:Design assumes moisture content does not exceed 1906 at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce•resisting T 21.30# T �21"30# 12 system and components and cladding criteria. 12 10.00 7 'J 10.00 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 5 //� -- -1:_____________„--:„.„7.., _<,,,,,,,,,,,.„,„,,,, - ..7-1. 4* M-5x10 11 - 11 `� Cr� - I LO III `*f- `1) I I �7 4 '/ 9 10 11 12 13 8 ' M-5x10 M-3x8 M'F3x8 M-3x8 M-5x6 M-7x8 J, ), y�3584# y ), y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 ) .1 1, 1-00 11-07-08 ��O RRoP-' JOB NAME : POLYGON PLAN 5-D NH AH1 spate. 0,423, �. `�0 4 �f5%1 WARNINGS: GENERAL NOTES,unless otherwise noted: ( s 7 P 1-- Truss 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G t- T r u s s: AH 1 and Warnings before construc ion 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 is the responsibility of the erector.Additionalpermanent bracingof 2'oc.and at 10'o.c.respectively unless braced throughout their length by res P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /(��• DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown I.* ryp h `tt 4. No load should be applied to any component untillafter all bracing and 4. Installation of truss is the responsibility of the respective contractor. '+'i ,}_OREGON SEQ. : 6051299 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4--^^87�i 1 A a4 °` design loads be applied to any component. and are for"dry condition"of use. 2.° t�4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ell?" fabrication,handling,shipment and installation of components. necessary. '''TP R i c V P Po 7.Design assumes adequate drainage is provided. 1 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 41111111111111111111 TPIMlrCA In BCSI,copies of which will be furnished upon request. Digit coincide with jointcenter nche. 9.Digits indsize of tplate in inches. r�.V C t MiTek USA,InC./COmpuTftas Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: .2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-20( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TO LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12,0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for nett-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 = 0.003" @ -1'- 0.0" Allowed = 0.100" i 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9' Allowed = 0.196" , 12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9" 1 • NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -V system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 0 N t7/- O o� •0011101/10-1..... 11 -/ M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4.31 C9�0 PROre, JOB NAME: POLYGON PLAN 5-D NH - AJ1 Ire s, Scale: 0.6772ti//. X7. 5//7' 1.f WARNINGS: GENERAL NOTES,unless otherwise noted: ��y 7' Wit,,,, 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 S*P E Truss: AJ 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / '14111'"' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .^' ! CY.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r /,5� 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 Ih '�/ SEQ. : 6051300 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, h TRANS I D: 407540 design loads be applied to any component, 5. and are for"dry condition"of use. 6. }" .� ' "ac:`,,,y,.4 CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if � fabrication,handling,shipment and installation of components. necessary. 41 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 11111 VIII 11111 1011 I IIII VIII VIII IIII ill TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-96) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing"' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 V MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" co �' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE;Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M/- Tr O cV i�� M-3x4 y ), y 1, to PR Oe 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - AJ2 c„40', 1 , s Scale: 0.6371 \ cS10 WARNINGS: GENERAL NOTES,unless otherwise noted. ft /�ry 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .92$$r�E r Truss: AJ 2 end Warnings before construction commences. building component.Applicabilfty of design parameters and proper 2.204 compression web bracing trust be Installed where shown+, incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1� 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Th. s�h CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON ti./ SEQ. : 6051301 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, fJ, s� design loads be applied to any component. and are for"dry condition"of use. �.l, 14, 2. -S' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if A- ` fabrication,handling,shipment and installation of components. Designreas. t*R RIR i P Po 7. laesassumes adequate ne dthinac a is truss, '�R Fi M 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII II II IIII VIII II II III IIII TPINVECA in BCSI copies of which will furnished upon request. git coincideitwith jointcenterche. 9. Digits indicate size of plate in inches. f1.Cn 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 2/31 J2015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'• 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&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=(-138) 101 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 313V -63/ 178H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 142V 0/ OH 5.50° 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -v MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' @ 5'- 7.9" 12 ' MAX HORIZ. TL DEFL = -0.001' @ 5'- 7.9" 10.00 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=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads o in the plane of the truss only. u) co r/- 'ch c) ► 4=� M-3x4 * * * * 1-00 2-00 3-08-11 iPROVIDE FULL BEARING;Jts:2,4,31 olf�p PRO 0 JOB NAME: POLYGON PLAN 5-D NH - AJ3 , INS O,, Scale: 0.5270 '17-15/11'Y 11 WARNINGS: GENERAL NOTES,unless otherwise noted: AAA+ r-�i- 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 t 92.i P L- Truss: AJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper fff///�JJJ± 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 fi " continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .ray. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +0 /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. "4j OREGON tx A, SEQ. : 6051302 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, fq �� design loads be applied to any component. and are for"dry condition"of use. c-! - 14, 2, �,'- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if �y fabrication,handling,shipment and installation of components. necessary. 411 f?I l i y S! 7.Designlaesassumes adequate ne both drainage iso truss, i»#.� 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 VIII VIII VIII VIII VIII VIII IIII IIIITPINJiCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size ofiplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '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 = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1' Allowed = 0.054" '1' 1 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9' Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -V system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads C77 in the plane of the truss only. 0 0 N [h/- V Cr Cz MEMO 40E250 M-3x4 * * y 1-00 2-00 (PROVIDE FULL B$ARING;Jts:2,4.31 R Ope JOB NAME : POLYGON PLAN 5-D NH - ASJ1 Bpale: D.6772 �.` �;P kr,� `0, WARNINGS: GENERAL NOTES,unless otherwise noted: 7r�1 J�/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 .J21 1I P E C"* Truss: ASJ 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 / �y _ P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r � n r-�+.r�a "Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown u n 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, A.O 'V SEQ. : 6051304 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, +�/ n�4sQ design loads be applied to any component. and are for"dry condition"of use. b P i 4 4. 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. -+"t 1 .�- P P 7.Design assumes adequate drainage is provided. T-t 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 II I 11111111111111111 III VIII I II(III II VIII III III TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincideitwith jointacenter lines. 9. Digits indicate size of plate in inches. rte 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 IIIIIIIIIINII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1- 2=(-4208) 990 1.12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12.13=(•1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 - WEBS: 2x4 KDDF STAND; 3- 4=(•4726) 1198 13.14=( -674) 2628 3.13=( -126) 758 8-19=(-3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14.15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15-16=( -580) 2416 14- 4=( •368) 1860 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5838) 1502 16-17=( -528) 2170 4-15=(-7398) 1894 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 11.5" V 7. 8=(-4484) 1176 17.18=(-1390) 5802 15- 5=( -740) 282 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5" TO 19'- 11.5" V 8- 9=(-3932) 1020 18.19=(-1390) 5802 15- 6=(•8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 11.5" V 9.10=(-5328) 1322 19.10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'- 11.5" V 10-11=( 0) 72 6-17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50' 7.82 KDDF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5" -934/ 3796V 0/ OH 5.50° 6.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP p q AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 WI uplift at 24 "oc spacing.' �� Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.032" @ 4'- 1.6" Allowed = 0.400" 5' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062" @ 4'- 1.6' Allowed = 0.533" W 9" Sc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = 0.036" @ 14'- 1.5' Allowed = 0.537° M 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100" @ 14'• 1.5' Allowed = 0.717" MAX LL DEFL = -0.001" @ 20'- 11.5" Allowed = 0,100" MAX TL CREEP DEFL = -0.001" @ 20'- 11.5" Allowed = 0.133" f f 1-11-11 T 7-10 05 T 2-05-03 3-08-10 T 3-11-11 T MAX HORIZ. LL DEFL = -0.009' @ 19'- 6.0" 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0" T 12 T 4128# f f f f T T128# f NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 10.00 7 10.00 7 N10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x88c Wind: 140 mph, h=20.9ft, TCOL=4.2,BCDL=6,0, ASCE 7-10,, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 M-4x6 load duration factor=1.6, M-5x16 inTruss theded offor thewind trussoads onl M-5x1s M-3x4 M-5x12 M-1.5x3 planey- 3 4 5 MA MON 0 oAdOggl° 4 LI ��" r �I n; o 1 - 12 13 14 X15 16 17 18 19 x M-5x8 M-4x6 M-3x6 M-7x8 M-4x8 M-3x6 M-5x10 1 M-1.5x3 y 1, 1, 1, M-8x14), y y �y3584# , 1, 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 8-04-08 0-05-08 11-01-08 1-00 ), 1, 1, 'PROVIDE FULL BEARING;Jts:1,15,10I 19-11-08 1-00 �c0 PRQp .s JOB NAME: POLYGON PLAN 5-D NH - BH1 Scale: 0.2765 .cv-,t/�ejJS E f„ WARNINGS: GENERAL NOTES,unless otherwise noted: `!�' /�r " 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .7211 11 t' Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �,+� f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �r 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 „ �sn� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. ""$%. OREGON (.0 SEQ. : 6051305 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, f4i 1 design loads be applied to any component, and are for"dry condifion"of use. •%) -7l}" 14 (, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if J fabrication,handling,shipment and installation of components. necessary. /� R1 7.Design assumes adequate ne dthi is provided. - rl L IIIIiI VIII VIII VIII VIII VIII VIII III IIII 6.This designIsfurnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. ��rr tt�� 70 MiTek USA,Inc./CompuTrus us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1868(MiTek) EXPIRES:RES:12/31/2016 1E11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 43 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 294V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -73/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0.133" f f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.003' @ i'- 3.7" Allowed = 0.131" 12 MAX BC PANEL TL DEFL = 0.003' @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0' Allowed = 0.206" 10.00 7 MAX HORIZ. LL DEFL = -0.000" @ I'- 10.9° MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 119'4 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, O Truss designed for wind loads o in the plane of the truss only. N M/-- V 0 - C� X4 M-3x4 ,k J, y 1-00 4-00 'PROVIDE FULL,BEARING:Jts:2,3,4' PR Ore JOB NAME : POLYGON PLAN 5-D NH BJ1sale: 0.6882 co c WARNINGS: I GENERAL NOTES,unless otherwise noted: (� •,^)G b E S"� 1.Builder and erection contractor,should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 3G r- Truss: BJ 1 and Warnings before construdtion commences. building component.Applicability of design parameters and proper f�Jf 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. ! t/ 3.Additional temporary bracing2.Design assumes the top and bottom chords to be laterally braced at �+ DES. BY: LJ P ry ct Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f t it es" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n n "Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � vEvaO �y, 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' V t `cI SEQ. : 6051306 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. �,�.. .�1' 14 .� ly TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if qq� fj C' nfabrication,handling,shipment and installation of components. Decessary. ')'7 i y)l \-- P P 7.Design assumes adequate drainage is provided. rT Il 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III'III VIII VIII VIII VIII'III III TPIM?CA in BCS',copies of which will be famished upon request. git coincide with jointcenter lines. 9.Digits size of plate in inches. C- er [ry n MiTek USA,Inc./CompuTrus us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 I111111HH This design prepared from computer input by p • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-95) 77 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 332V -44/ 132H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX TC PANEL LL DEFL = 0.042" @ 2'- 5.3" Allowed = 0.305" MAX TO PANEL TL DEFL = 0.039" @ 2'- 5.3" Allowed = 0.458" MAX HORIZ. LL DEFL = •0.001" @ 3'- 10.9" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 10.00 V 1 NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. O e, M .-/- •=1- c.O O� �� 4�� M-3x4 1, ), y 1-00 4-00 (PROVIDE FULL BEARING:Jts:2,4,31 • _to PRop-s JOB NAME : POLYGON PLAN 5-D NH - BJ2 Scale: 0-5824 \� ri s, WARNINGS: - GENERAL NOTES,unless otherwise noted: v �.yy�/- �-,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'CC =92 I 0 PE C Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown♦, incorporation of component is the responsibility of the building designer. 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 }r Jte" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'" r ty.. DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4M /��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. '� OREGON `wt SEQ. : 6051307 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L '9,� N 't. design loads be applied to any component, and are for"dry condition"of use, . 14, 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. '`R A 1!`"" 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I VIII I II I III IIID VIII IIII IIII TPI WfCA M SCSI copies of which will be turn shed upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. C n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIII I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(.205) 171 3-4=( -58) 25 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 314V -64/ 179H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2" -139/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9,2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) I M,M2OHS,M18HS,M16 = MiTek MT series i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 - MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed = 0.286" 12 0 MAX IC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 10.00 7 MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. • Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c-) Tr M 3x4 ,1 y y y 1-00 4-00 1-08-15 IPIROVIDE FULL BEARING;Jts:2,5,3.41 1 PR 0.0 Ore JOB NAME: POLYGON PLAN 5-D NH 4 BJ35 INS 61 Scale: 0.5270 4,,c? 76/17' WARNINGS: GENERAL NOTES,unless otherwise noted: �r''yyy t-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 -90 t�E Truss: BJ 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. 4-f'' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �1r 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 . �Jtr� Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +Y 'Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* OREGON ^+" SEQ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. `'F w,/ SE Q. : 6051308 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4f -."7" �,b +(, design loads be applied to any component. and are for"dry condition"of use. ,'r� 4 i 2,0 4.TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A- fabrication,handling,shipment and installation of components. necessary. 'Yf 'r„ i 7.Designlaesassumes adequate ne drainagehis truss, .•t"( l.- 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I II I VIII VIII II II VIII VIII VIII IIII IIII TPIMlrCA 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1-3=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" MAX HORIZ, TL DEFL = -0,000' @ 1'- 10.9" 1-11-11 NOTE:Design assumes moisture content does i' ,r not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 12 load duration factor=1.6, 10.00 Truss designed for wind loads in the plane of the truss only. P 0) 0 0 0 N M,"_ O o/- 1� 3 -f M-3x4 ), 2-00 (PROVIDE FULL BEARING;Jts:1,3,2I 4ti0PROre S JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 „F.? rt'y(yr}(��JIN X5,0 WARNINGS: GENERAL NOTES,unless otherwise noted: v �1�" �n 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 .' ♦G 6$r E r Truss: BSJ 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 construction2.Design assumes the top and bottom chords to be laterally braced at �1.. 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 at ys continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ry. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `'+'. 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 ra .:. SEQ. : 6051310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, xy� -cy. design loads be applied to any component. and are for"dry condition"of use. lb' '91' 14 20 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f i {� fabrication,handling,shipment and installation of components. 7.Design necessary.assumes adequate drainage is provided. r'}R{ 1^" 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 11111 11111 11II IIII IIII VIII I III III III) TPINYfCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointcenterches 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-1 988(MiTek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @I&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2.10=( -983) 3050 3.10=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3345) 1280 10.11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3- 4=(-3184) 1317 11-12=( -413) 1876 4.11=(-746) 536 LOADING 4- 5=(-2473) 1183 12.13=( -791) 2399 11- 5=(-406) 1050 IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5-12=(-406) 1051 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6.13=(-183) 618 OVERHANGS: 18.8" 18.8" 8- 9=( 0) 79 13- 7=(-300) 300 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = 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" -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017' @ -1'- 6.8' Allowed = 0.156' MAX TL CREEP DEFL = -0.016' @ -1'- 6.8" Allowed = 0.208' MAX LL DEFL = 0.206" @ 25'- 11.9" Allowed = 2.154" MAX TL CREEP DEFL = -0.397" @ 18'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.017" @ 45'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ 45'- 6.8" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.085' @ 43'- 6.5" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139" @ 43'- 6.5" 1' T ' NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture. f ,r12 12 Design conforms to main windforce-resisting 6.00 M-4x6 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 -I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1;om.... load duration factor=1.6, M-5x8(S) M-5X8(5) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 01. M-1.5x33• /\41p,M-1.5x3 ., \I 1\ M N Or o 1�M-3x8 M 3x4 0.25" 0.2512 13 M-3x4 M-3x8^\ o M-5x8(S) M-5x8(S) y ), y > y y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y ) ), 1-06-12 44-00 1-06-12 tOPROre JOB NAME : POLYGON PLAN 5-D NH + Cl Scale: 0.1506 IN,~ 44, `7/ /l WARNINGS: GENERAL NOTES,unless otherwise noted: r��y i- ,,,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .=7L.1 11 P l- Truss: C 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 td Insure stabilty 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 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` �y., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /```"r''.. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "y ,q_ -r"/ SEQ. : 6051311 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4,- '7,� �,� +Cs and are for"dry condition"of use, j'' design loads be applied to any component. { '((�. 2-°�� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Dnesign . ', ' {„ 7.Design assumes adequate both 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 1111101111111111 TPI/WTCA in BCSI,copies of wh ch will furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in Inches. v t+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(-1042) 3021 3- 9=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3324) 1271 9-10=( -809) 2538 9- 4=(-182) 616 WEBS: 2x4 KDDF STAND; 3. 4=(-3164) 1308 10.11=( -431) 1847 4.10=(-746) 536 2x4 DF STAND A LOADING 4- 5=(-2452) 1174 11-12=( -780) 2358 10- 5=(-406) 1050 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5-11=(-396) 1027 IC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526 BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3267) 1326 6.12=(-226) 561 12- 7=(-247) 336 OVERHANGS: 18.8" 0.0 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approvedplans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9 P pP BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -342/ 2021V -247/ 257H 5.50' 3.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner = 2.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8' Allowed = 0.208" MAX LL DEFL = 0.205" @ 18'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.386" @ 18'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.083" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.135" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-11-15 21-09-01 T Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria. f T T f T f f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.001/ M-4x6 6.00 load duration factorEnclo dsCat.2, Exp.B, MWFRS(Dir), 4.0" Truss designed for wind loads 5 ,(--,' in the plane of the truss only. M-5x8(S) 'Plooki 0.25" M-5x8(S)"25" o 0 M-1"5x3 /\VM-1.5x3 M-3x8 0 v M = A o �M-3x8 M-3x4 tu.25" 0.251 M-3x4 12 **a 9 o M-5x8(S) M-5x8(S) 1. y ), y y y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 1-06-12 43-09 JOB NAME : POLYGON PLAN 5-D NH - C3 i)% PR 04 '' Scale: 0.1508 C*'r� l5/1` Q WARNINGS: GENERAL NOTES,unless otherwise noted: 7' -7 !9f� t-�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 =J2 0 0 r-L Truss: C3 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. Orr+^" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Vis. DES. BY: LJ 2'o.x,and at 10'o.c.respectively unless braced throughout their length by01" li - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r�r " CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I r�-�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. "'"r q'OR E><at„+ ^*J SEQ. : 6051312 fasteners aro complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L +y� design loads be applied to any component. and are for"dry condition"of use. ",r, 'T 14! rt(} -.I(._ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. Dnesign . A 10- 7.Passumes atedadequate drainage is truss, C rl 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII Hill III IIII TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide jointacenter lines. 'I 9. Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-1956) 5870 3-13=( -154) 354 2x6 KDDF #1&BTR 72, T3 2- 3=(-6766) 2286 13-14=(-3060) 6274 13- 4=( -486) 1888 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15.16=(-3048) 8220 6-14=( •92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5996) 2126 16.12=(-1910) 5602 14- 7=( -486) 380 IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0' V 6- 7=(-8588) 3228 7-15=( -534) 394 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF,LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9,0" V 8-10=(-5882) 2106 8.16=(-2866) 1340 9.10=( 0) 0 10-16=( -482) 1634 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=(•6614) 2318 16-11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'• 0.0" 11-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0" REQUIRE ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM OHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1150/ 3765V •104/ 113H 5.50" 6.02 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0" -1095/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT seriesJoin together 2 ply with 3"x.131 DIA GUN ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc soacina.I nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" • 9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269" @ 22'- 0.0" Allowed = 2.142" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532' @ 22'• 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.078" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.127" @ 43'- 3.5' NOTE:Design assumes moisture content does I not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads < in the plane of the truss only. 5-01-03 4-04 0-06 08 5.08-15 6-03.06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 "I 1' '4533.30# ' T '' 633.30# ' T 12 12M-7x8(S) \16.00 6.0o V M-5x6 M 6x5 0.25" M-3 x5 M-5x6 d5 8 No+' M-1.5x3 9T M-1.5x3 • + 1 M-3x8 u, V) o 21 13 14 l5 16 *12 o M-3x8 M-3x8 0.25" 0.25' M-3x8 M-7x8(S) M-7x8(S) 1, ), y > y y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 1-08 43-09• tD RROpe JOB NAME : POLYGON PLAN 5-D NH CH1sale: 0.1499f '` S�I` ' � WARNINGS: GENERAL NOTES,unless otherwise noted: CC � i P E 1-'- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CH 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 53 Insure stabNity during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�� 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 ,.�.�mr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fY.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `t 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. : 6051313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� �� �\ y and are for"dry condition"of use. '"4 1- ,,,,. design loads be applied to any component. t tom, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f T fabrication,handling,shipment and installation of components. necessary. `f'7,`h R r 1 - P Po 7.Design assumes adequate drainage is provided. �'t RIO- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII IIID VIII IIII III) TPI VViCA in BCSI copies of which will furnished upon request. git coincide withzjointfain inches.9.Digitssoini ide size oplateeto ilines. rnn q` n MiTek USA,Inc./CompuTrus Software 7.6.6)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12'31/2015 IIIIIIIIIIINI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 64 2.13=(-1346) 2900 3.13=( -97) 178 2x6 KDDF #1&BTR T2, T3 SPACED 24.0' 0.C. 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF #1&BTR 3- 4=(-3183) 1579 14-15=(-1739) 4230 13- 6=(-1371) 647 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-1701) 3873 6.14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 16-12=(-1313) 2765 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7-15=( -276) 155 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8-10=(-2734) 1407 8-16=(-1397) 647 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10.16=( -367) 997 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3118) 1527 16.11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0" 0.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" •404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) vertical members (son). 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc soacinp.I C,CN,C18,C1418 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.293' @ 22'- 0.0° Allowed = 2.142' MAX TL CREEP DEFL = -0.510" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.082" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.122' @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads f f ' . in the plane of the truss only. 5-01-03 4-04 3-05-09 2-09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 T T T T T i' i T T '1 T 12 9 12 s.00 I/ M-7x8(5) \I s.00 M 5x6 M-3x5 M-4x6 6 0.25" M-6 3x5 r F12 .. -- y T3,,, v\/ M-1.5x3 M-1.5x3 + -F 1 MM-3x8 u, 0 v �_ o 0 0 2�M-3x8 M-3x8 13 10.25" 0.25' M-3x8 *�2 0 M-7x8(S) M-7x8(S) y y y y y ), y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 1-08 43-09 �C` 00 PRock- JOB NAME : POLYGON PLAN 5-D NH - CH2 Scale: 0.1499 �')yy/jwJIN, Al WARNINGS: GENERAL NOTES,unless otherwise noted: ,.',.. /5//t 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 .92 e'r E r Truss: CH2 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: LJ2'o.c.and at 10'o.n,respectively unless braced throughout their length by } Ir" Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or !" � e ' It DATE: 9/5/2014 responsibilitybuilding designer. Impact q r drywall(BC). 40 "c the overall structure is the res onsibilil of the 3.2x or lateral bracingrequired where shown+r- OREGON r� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -37), OREGON 44,- SEQ. : (j SE Q. : 6051314 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 n +�� design loads be applied to any component, and are for"dry condition"of use. f "Q�r ,�4, a� . TRANS I D: 407540 5.Compu'r us 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 as. 41' ?A R i t 7.Pesi s assumes atedadequate drainagehcis truss, C�'F 44" 8.This design b furnished subject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed so their center 111111111111101111 VIII IIII IIII TPIM?CA In SCSI,copies of which will be furnished upon request. git coincide with jointcenternche. 9.Digits indicate size plate in inches. bt p C�+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR•1 wee(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2-13=(-1067) 2889 3-13=(-152) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(•3317) 1286 13-14=( •914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3- 4=(•3114) 1250 14-15=( -700) 2439 4.14=(-524) 357 2x4 OF STAND A LOADING 4- 5=(-2567) 1138 15.16=( -700) 2439 14- 5=(-276) 797 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=( -882) 2558 14- 7=(-435) 182 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7. 9=(-2213) 1074 7.16=(-457) 180 - 8. 9=( 0) 0 9.16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9.10=(-2551) 1111 16-10=(-489) 344 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3039) 1229 10.17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3218) 1283 17-11=( -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -321/ 2034V -182/ 191H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) JT 12: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" ' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.201" @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.389" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.085" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.142" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting f T T T system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04.06 T 'f'1' T TT T T T Wind: 140 mph, h=23.4ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, 5-07-06 5-05-11 5-04-05 0-04-08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T TT T i'-f T T load duration factor=l.6, 12 12 Truss designed for wind loads 6.001/ M-5x6(S) M-4x6 6 M-3x8 a M-4x6 \6.00 in the plane of the truss only. M-5x6(5) • 0.25" 0.25" ft M-1.5x3 17\ M-1.5x3 1 tri \ . M-3x10 0 AlO �� 13 4 4 15 0.25 M 3x4 6 *12 0 o M-3x8 M-3x4 0.25" M-1.5x3 M-5x8(S) M-5x8(S) y 1, y .1 ), i, y y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). JOB NAME : POLYGON PLAN 5-D NH CH3Scale: 0.1483 � 15�1 °� WARNINGS: GENERAL NOTES,unless otherwise noted: .4t w A SPE �- 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 J and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CH3incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by4020000' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „,00441166/4",- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /* O ` , SEQ. : 6051315 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �{ '�� 14, 2O t"�' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C9 fabrication,handling,shipment components. Design assumes. 'ry A 1i Ce pmenl and installation of com 7.Design adequate drainage is provided. +:.+,F 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 center1 IIIIII VIII IM 11111 10 111110111113 TPINVTCA in BCSI copies of which will be furnished upon request. Digit coincideiiatwith joint ate in che. 9.Diggs indicate size of plate in inches. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIUI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3337) 1610 14-15=(-1142) 2696 14- 4=( -22) 359 WEBS: 2x4 KDDF STAND 3- 4=(-3135) 1578 15.16=(-1120) 2476 4.15=(-523) 297 LOADING 4- 5=(-2589) 1493 16-17=(-1120) 2476 15- 5=(-357) 819 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18-12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7. 9=(-2248) 1390 7-17=(-463) 298 8- 9=( 0) 0 9-17=(-357) 819 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2589) 1493 17-10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3135) 1578 10-18=( -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3337) 1610 18-11=(-151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=( 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 625 Connector plate prefix designators: 44'- 0.0" -444/ 2038V 198/0/ 198H OH 5.50' 3.26 KDDF ( 625) 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 spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0,167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.254" @ 27'- 5.3" Allowed = 2.154" MAX TL CREEP DEFL = -0.403" @ 22'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.022" @ 45'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 45'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.101" @ 43'- 6.5" 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145' @ 43'- 6.5' T T T T NOTE:Design assumes moisture content does 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04 3-03-09 5-05-11 5-02-03 5-07-06 not exceed 19% at time of manufacture. T T 1 T 1' T T T T T 1' 12 6 8 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.001/ M-4x65 M-3x8 M-4x6 "----,16.00Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ""' load duration factor=1.6, M-5x6(S) M-5x6(5) Truss designed for wind loads 0.25" 0,25" in the plane of the truss only. 0 J1 Op M-1.5x3 le\ + M 1.5x3 3 1 co \ / (7 / 14 1 4 16 ,f )7 18 K�3 c M-3x8 M-3x4 b�"25" M-1.5x3 0.25 M-3x4 M-3x8 CD M-5x8(S) M-5x8(S) ) ), 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 y y 1-08 44-00 1-08 .0 PR°firs JOB NAME: POLYGON PLAN 5-D NH - CH4Scale: 0.1623 mac"' IN 6> WARNINGS: GENERAL NOTES,unless otherwise noted: l't /j 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 jokePE E r" Truss: CH4 and Warnings before construction commences. buikling component.Applicability of design parameters and proper 2.2=4 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 �sl�1c DES. BY• W 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 Vii. rrr �" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fOREG( �0� 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. b., `*J SEQ. : 6051316 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,{,.� n design loads be applied to any component. and are for"dry condition"of use. 14 [- TRAN S I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �4 necessary. /1"fE" A# =' V fabrication,handling,shipment and installation of components. 7. necessary. ss assumes adequate drainage Is provided. +'f rl 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 IN 111 I II111 II VIII I III III III IIII TPI/WrCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 8.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 015 VI((((II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 011&BTR SPACED 24.0" O.C. 2.3=(-71) 97 TC LATERAL SUPPORT (= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.001' @ 0'- 8.7' Allowed = 0.059' 1-02 MAX TC PANEL TL DEFL = -0.001' @ 0'- 8.7' Allowed = 0.089" i' f MAX BC PANEL LL DEFL = 0.006' @ 2'- 8.6° Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339° MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. - Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights),load factor=1 .6 Cat.2, Exp.B, MWFRS(Dir), 12 duration Truss designed for wind loads 10.00 FPo Ti- in the plane of the truss only. 0 2f- .- o _ o� --><.1 <4 M-3x4 1 1' y 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 ,c0 PRQp. JOB NAME : POLYGON PLAN 5-D NH CJ1619 ___��l((('''+ q� , Scale: 0.6954 kr� 5/11' t WARNINGS: GENERAL NOTES,unless otherwise noted s!p� b 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 0 0 I�E { Truss: CJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �f. 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 _, lr� " continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _11 r� /�r� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �I� SE /� CC 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 W SE Q. : 6051317 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� e 2.° t.,4 4, design loads be applied to any component. and ere for"dry condition"of use. i" 14' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �j�' fabrication,handling,shipment and installation of components. ne . R FM. y, V 7.Design assumes adequate drainage is provided. C1.• 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 III (III VIII VIII(III)ILII III)(III TPINJrCA 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 I1100IIIII'I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50' 0.49 KDDF ( 625) 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 = -0.002" @ -1'- 0.0' Allowed = 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" T T MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6' Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0.008° @ 2'- 8.6' Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 10.00 F MAX HORIZ. LL DEFL = 0.000' @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000' @ 2'- 3.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. M/- crRTAIMIIIIIIIIMIIIIIMIMIIIMIIIO O� �� 4 -/ M-3x4 y 1, y 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 4tp PR pF JOB NAME: POLYGON PLAN 5-D NH - CJ2 Scale: 0.6704 s., `/ypr/IN s,6, WARNINGS: GENERAL NOTES,unless otherwise noted: 4. '�ry'.y /�t� 1.::,r. /� �] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .7G 11 OPE Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,,,+'"� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 �rt� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ty.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -��e p /'��'yy,� `�'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. !f OREGON IY Q* ter,/ SEQ. : 6051318 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 �9 k,, TRANS I D: 407540 design loads be applied to any component and are for"dry condition"of use. PP g }" 2.0 �^� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or wedge if [-J fabrication,handling,shipment and installation of components. Designneas. �A 1 i t 7. latesassumes atedadequate drainagehis truss, 4-5." 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(III TPIANrCA in BCS(,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. nn MITek USA,k1C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP$RES: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/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(-49) 63 3.5=( 0) 76 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-118) 14 5-6=(-30) 95 3-6=(-99) 31 WEBS: 2x4 KDDF STAND; 3.4=( -17) 31 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 292V -27/ 91H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50° 0.12 KDDF ( 625) 6'- 0.0" 0/ 69V , 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series I GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" MAX TC PANEL LL DEFL = 0.003" @ 0'- 11.5" Allowed = 0.081" 12 MAX BC PANEL TL DEFL = -0.003" @ 1'- 9.5" Allowed = 0.116" 10.00 y MAX BC PANEL TL DEFL = -0.006" @ 3'- 9.0" Allowed = 0.140" MAX HORIZ. LL DEFL = 0.001" @ 5'- 3.3" -V MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.3" M-3X4 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 04 �I ul Design conforms to main windforce-resisting osystem and components and cladding criteria. �� T Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), PQ load duration factor=1.6, Truss designed for wind loads chi jiii0111111111011 6 ► y in the plane of the truss only. v �, M-1.5x3 CI /- ►/ C, M-5x6 **2X WEDGE W/(2) M-2.5X4 TYP. -.2.75 12 J' y y ), 2-05-08 2-09-13 0-08-11 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;4ts:2,4,61 I to PRoFe,�S' JOB NAME : POLYGON PLAN 5-D NH CJ2C Scale: 0.5669 ,, INSp�,�A }0a WARNINGS: ` GENERAL NOTES,unless otherwise noted: 4 r�5/f ! f;1 t.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 individualk. t 92 11 11`E r Truss: CJ2C end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by iwa P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). j DATE: 9/5/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ «R /'' 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. -pi O t w"r SEQ. : 6051319 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, rf design loads be applied to any component and are for"dry condition"of use. -T fr 7 '�,4 t�",`' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if C7 T fabrication,handling,shipment and installation of components. necessary.s ' 'P R ILS" P 7.Design assumes adequate drainage is provided 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with jointacenter lines. 9.Digits Indicate size of plate in inches. EXPIRES: n 1 MiTek USA,Ina/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 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=02) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -29/ 335V .40/ 122H 5.50" 0.54 KDDF ( 625) 3'- 6.1" -127/ 128V 0/ OH 1.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.099" 3-06-13 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.132" MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.8' Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.1" 10.00 7 , MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1" NOTE:Design assumes moisture content does 0 not exceed 19'k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. Co co V O o� �� .14 M-3x4 ), y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ3 ��� I s' Scale: 0.5917 C? '75/11' ( WARNINGS: GENERAL NOTES,unless otherwise noted: 91„,, «9�^r C3C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual c:72$�r�i_ Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown r.. 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 is the responsibility permanentbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Jm�"" ponsibili of the erector.Additional of continuous sheathing such as plywood sheathing(TC)and/or drywae(mC). '� t1.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�,c� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON Lk -sd SEQ. : 6051320 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L �i design loads be applied to any component. and are for"dry condition"of use. f;+, -7 j, ,7 e r �}� -.�. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i! s, nfabrication,handling,shipment and installation of components. ecessary. , RIO, i 7.Designassumes adequate ne drainage Is truss, rl L 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 III IIID VIII IIID VIII(III ILII III IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincideidiatwith joint center lines. 9. Digits indicate size of plate in inches. 6 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXI- RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(•52) 89 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-171) 21 5.7=(-69) 114 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -24) 34 3.7=(-127) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0,0" -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1" •100/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND, 2: Design checked for net(-5 osfl uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = •0.005" @ 2'- 3.8" Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1' Allowed = 0.159" MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186" 3-06-13 MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" T I 1 MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" 12NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 , Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ` load duration factor=l.6, Truss designed for wind loads A4 T in the plane of the truss only. N ��-,_ AIM UM _ M � o m o M-1.5x3 .s �� 6 p 0 M-3x4 M-3x4 M-3x4 2-03-12 3-08-04 1-00 2-05-08 16-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,4,71 G .O PR tip' JOB NAME : POLYGON PLAN 5-D NH CJ3C Scale: 0.4986 *`o 4 5%1 `'9 WARNINGS: GENERAL NOTES,unless otherwise noted: s 92 S I t'7 E (-- 1.Builder and erection contracto/should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual IG/J E'i.._ Truss: CJ 3C 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 tb insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�► DES. BY: LJ is the responsibility of the eregtor.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by err /�"^ P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -^0" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f,. 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. ) 4/ S E Q. : 6051321 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, le;', 4", �a4� and are for"dry condition"of use. 2.. design A. loads be appliedn to any component. 1+ , 8 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �}, fabrication,handling,shipment and installation of components. necessary. 't'/``Ly t-y 1 P P 7.Design assumes adequate drainage is provided. f-f R 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 111111111111111111111 TPINVECA In BCS(,copies of which will be famished upon request. git coincide with jointinches.9..Digits indsize of tplate In lines. C 4 n MiTek USA,Inc./CompuTfuSSoftware+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-109) 95 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50' 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50' 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 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 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 IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" T MAX TC PANEL LL DEFL = 0,054" @ 2'- 8.9" Allowed = 0.374" MAX TC PANEL TL DEFL = -0,052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL = -0.001' @ 4'- 8.4" MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" 10.00 7 �a NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TC0L=4.2,BCDL=6.0, ASCE 7-10, I,- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, -4- Truss designed for wind loads in the plane of the truss only. v CO vPIHAIIIIIMIIII c, ► 0030 4 -V M-3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.3,41 PR Ope JOB NAME: POLYGON PLAN 5-D NH - CJ4 Q4,` � G 061 Scale: 0.5377 °6 'i5// d WARNINGS: GENERAL NOTES,unless otherwise noted: pp.�1+✓ t-�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 ;7 G��t'L Truss: CJ 4 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. !,^ 10 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY LJis the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � ' pons' y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �Nma! M DATE: 9/5/2014 the overaN structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M jw� 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. ,,`OR EGON t, [-�ti td. SEQ. : 6051322fasteners 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.^^^ 67 TRANS I D: 407540 „ design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 8.Design assumes full bearing at all supports shown.Shim or wedge if C! •A ?' 14, 2"Q �s4- fabrication,handling,shipment and installation of components. 7.necessary. e� ' Design assumes adequate drainage is provided. ++: VIII VIII VIII VIII VIII VIII VIII III IIII 41 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 TPI/WfCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. n 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 EMIThis 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=( -93) 129 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-214) 36 5-7=(-122) 165 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -59) 46 3-7=(-184) 135 LOADING IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: ! 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.209" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.279" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" 4-09.04MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" T T MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V til Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights),factor=1.6,Cat.2, Exp.B, MWFRS(Dir), r Truss designed for wind loads in the plane of the truss only. tn 111 CO NNIMI o� M 3x' : o M-1.5x3 0 o , .3X4M:X4 ,x y y y 2-03-12 3-08-04 y y 1-00 y 2-05-08 y 6-00 3-06-08 1PROVIDE FULL BEARING:Jts:2,4,7I D PR Opp JOB NAME : POLYGON PLAN 5-D NH • CJ4CScale: 0.4610 �`� ��(7�[pJ�!( , WARNINGS: GENERAL NOTES,unless otherwise noted: 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 1.'92 4 I PE Truss: CJ 4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing Must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing t0 insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at �w DES. BY: LJ is the responsibility of the erector.Addtbnalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rrr �"" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +M DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. 7 A. W SE Q. : 6051323 fasteners are complete and at ho time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, X.- .7EJ �x� As design loads be applied to any component. and are for"dry condition"of use. r� -7 7+ � �, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �E* fabrication,handling,shipment and instatafton of components. Dnesign as. 1 ri�RIO- V P P 7.Design assumes adequate drainage is truss,a 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II VIII VIII I II VIII VIII IIII III IIII TPIM?CA in BCSI,copies of which will be furnished upon request. Digitindicatewell Jointcenterinches 9.tines coincide 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 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 1B4H 5.50" 0.64 KDDF ( 625) 5'- 9,2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,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(-5 001 uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" NOTE:Design assumes moisture content does 12 (f not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. v 0 LO c' cP.ijd_: llIll11111111111 0./- 4 1' -/ M-3x4 1, y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.4.31 v‘ti0 P R Ores JOB NAME : POLYGON PLAN 5-D NH - CJ5 �1 P o Scale: 0.4821 \ CU'p r[�r C WARNINGS: GENERAL NOTES,unless otherwise noted: ..((;1i/ f-• l,.• 444 -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 92$ iE Truss: CJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 4111, 3.Additional temporary bracing to insure stability dining construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�, ��" I y 9 continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). fy., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ORE �N I'`,•i"�. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `,7tt A. W SEQ. : 6051324 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A-- °7 ZEN 4, design loads be applied to any component. and are for"dry condition"of use. f6 1 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if {�P fabrication,handling,shipment and installation of components. 7.DDecessary. �L�Pi y y I1 esign assumes adequate drainage is provided. ie n 4- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII'llll II II II II IIII II II VIII IIII IIII TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with jointcenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(•150) 175 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(•257) 55 5-7=(-195) 224 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -87) 66 3.7=(-249) 216 LOADING TC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" •34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'• 7.5' -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.6" -69/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc I 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'• 0.0' Allowed = 0.133" MAX LL DEFL = 0.008" 8 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.010' @ 5'- 7.5" 5-11-10 MAX HORIZ. TL DEFL = 0.010' @ 5'- 7.5" T ' NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 I 1) system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-4x6 10 1 iiiii co 111 _� _ o� ��i M-3x4 o M-1.5x37 • 0 6 0 M-3x4 M-3x4 y y ), 2-03-12 3-08-04 1, y ), y 1-00 2-05-08 6-00 3-06-08 IPROVIDE FULL BEARING;Jts:2,7,4I , k,0 RR Ope JOB NAME : POLYGON PLAN 5-D NH - CJ5C Scale: 0.4046 -c,..-f('y((J�J+�' 6 WARNINGS: GENERAL NOTES,unless otherwise noted: X444 " "��yy ��i-�t'.- �T't,,.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual it 9211 0 r"i� Truss: CJ 5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing Must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabmty during construction 2.Design assumes the top and bottom chords to be laterally braced at moi . is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �Ir ' DES. BY: LJ ,/a.r,- Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the respbnsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to airy component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 �y_ w„r SEQ. : 6051325 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - -A9„ Nib` +' and are for"dry condition"of use. ,+, 1' �3,,{y design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if �•-� 1 V T TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 1:110, 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 1111 II 11111 VIII VIII 1111111111111111 TPI/WTCA in BCSI,copies of which will be furnished uponrequest. lines coincide withizjointcenterche. 9.Digits indicate size of plate in inches. oo ry CC MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:1 2/31/201 u. MIIIIIHUI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 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=(-217) 192 3-4=(-115) 66 TC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -242/ 398V 0/ OH 1.50' 0.51 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.481" r � MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722° MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2° MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2" 12 10.007 j) notNOTEexxceedn19% atas timelofure content does manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. COco 7/- .4- c, , o/- ►/ 51..-- - 0 M-3x4 ), y y y 1-00 6-00 1-02 1PROVIDE FULL BEARING:Jts:2,5,3,41 cktO RR t Pe JOB NAME: POLYGON PLAN 5-D NH - CJ6 ��` s Scale: 0.4578 i ( /Cy WARNINGS: GENERAL NOTES,unless otherwise noted: y5/11Y 13. •n/1 tPE 1,..- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. y 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 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 1rr . Ia*r" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / -4111 nf� . DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1 Ltd 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "17, v O '+J SEQ. : 6051326 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��+,.7 N1a 4, design loads be applied to any component. and are for"dry condition"of use. 'r./ 1' 141 2.° h"�^ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if tY q fabrication,handling,shipment and installation of components. necessary. �trP A t. y� V 7.Designlaesassumes adequate one drainage iso s '� 1l L- 6.This design is furnished subject to the limitations set forth by B.Plates shall be located both faces of truss,and placed so their center 11111111111111111111 TPI/WfCA M BCSI,copies of which will be furnished upon request. lines coincideictwithizjoint ate In ches 9. Digits indicate size of plate In inches. EXPIRES:r� [ o to MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(ROSS:12 o1/2015 1 1 IIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-114) 160 7.6=( 0) 18 BC: 2x4 KDDF 41&BTR SPACED 24.0' 0.0. 2-3=(-236) 46 6-8=(-149) 206 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-165) 126 3.8=(-229) 165 LOADING 4.5=( -62) 26 TC LATERAL SUPPORT <= 12"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: 12.0" 0,0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 387V -80/ 217H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -16/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'• 11.2" -147/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1" -18/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" 7-02-01 MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" '1 ' MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" -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. j0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 Lc) 10.00 7 M-4x6 M M-3x4IIINIIh r IIMMMIMMENA -/o o 111 MM-3x4 M-1.5x3 �o N 7 O O ht..- AM-3 y > y 2-03-12 3-08-04 ,i ). 1, 1-00 [ r 2-05-08 4-08-09 1, 6-00 1-02-01 'PROVIDE FULL BEARING;Jts:2,8,4,51 .0 PRpc .e JOB NAME : POLYGON PLAN 5-D NH - CJ6C Scale: 0.3413 so `y(r(}j�*(iN d10 WARNINGS: GENERAL NOTES,unless otherwise noted: I • t 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is toren Individual � =9� r E r- Truss: CJ6C 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. -'T' 3.Additional temporary bracing t0 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �Ir 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 /+ i/R Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,� OREGON ry., DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 5 R 44+'4 I`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. kr SEQ. : 6051327 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- - �,'tx 4', and are for"dry condition"of use. �' -{ design loads be applied to any vercomponent. 6.Design assumes full bearing at all supports shown.Shim or wedge if /4, 2 �A. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. �}Y}I RAIL. j fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. rd A I{,.� 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 11111111011111111 TPIM/rCA in BCSi,copies of which will be famished upon request. lines coincide with jointcenterches 9, Digits csize 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 IIIIIIIIIIHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 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=(-266) 237 3.4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4' -14/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003' @ 8'- 3.7" MAX HORIZ. TL DEFL = -0.003' @ 8'- 3.7" 1NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. el vPALIIIIIIMIllillMIMIEC?/- /0000•2/ 5=m0 -3x4 • y ), y y 1-00 6-00 2-04-07 (PROVIDE FULL BEARING;Jts:2,5,3,41 ¢TG0 PROre JOB NAME: POLYGON PLAN 5-D NH - CJ7Scale: 0.4129 �` iN cS'j WARNINGS: GENERAL NOTES,unless otherwise noted: tidr5/� /� 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' z...'92 L- 92 e i Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. . 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 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�rr �^ ' continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). OREGON -�t-� n rY. DATE• 9/5/2014 the overaN structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ V 1 E471 /'��^+��. 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 iii SEG. : 6051328 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Yf x`11' (NA, IC design loads be applied to any component, and are for"dry condition"of use. J/. 14, my" . TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes WI bearing at all supports shown.Shim or wedge if � fabrication,handling,shipment and installation of components. DesignDe . l''R A P y t 7. laesassumes atedadequate drainage is truss,a C+-7 it i»1•' 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center III Ell HIM I I 11111110 IIII TPI/WTCA It BCS(,copies of which will be furnished upon request. lines coincide with joint tecenter lines. 9. Digits uincidte size of plate in inches. MiTek USA,If IC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIII(III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4,4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-7=(-115) 164 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-235) 82 6-8=(-149) 211 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(•216) 173 3-8=(-234) 166 LOADING 4.5=( -68) 31 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -19/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CNIB (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = •0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006' @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5' 8-04-07 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5' f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. //II ,) Design conforms to main windforce-resisting 0004/ system and components and cladding criteria. 12 Wind: 140 mphl h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ri Truss inthe dplane eoffthe wo trussonly. m M-4x6 Cc) r 98 - - �� 8.....o - 7M-3x' , M-1.5x3 M-3x4 M-3x4 y y y l 2-03-12 3-08-04 1, y ), y 1-00y 2-05-08 5-10-1 y 6-00 2-04-07 (PROVIDE FULL BEARING:Jts:2,8,4,51 �0 PROp `1J' JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: 0.3027 , �IN `/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 92�1 S i 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 � f r E r Truss: CJ 7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at r 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 "we mit" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r-� f^�r� Cr DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v�E1 tv /,�� 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' A.OREGON SEQ. : 6051329 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, 47, "+7�1 �Ay� As design loads be applied to any component. and are for"dry condition"of use. O. -7 1 a2 4 TRANS I D: 407540 5.CompuTrus has no control ovej and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �`�j t3 q fabrication,handling,shipmentand installation of components. Dnesign as. ">-i n.1-0•'"0 V P 7.Design assumes adequateated drainage is truss, +�ll 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 IIII I I I IIII IIIIIIIII(IIII(IIII IIII IIII TPI WfCA in BCS(,copies of which will furnished upon request. git coincide with jointacenter che. 9.Digits indicate size of plate in inches. 4n 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 IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-319) 286 3-4=(-102) 45 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 284H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -250/ 379V 0/ OH 1.50' 0.48 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1.50' 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = •0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9' Allowed = 0.481' /-3x4 MAX IC PANEL TL DEFL = -0.075' @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004' @ 9'- 6.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, oTruss designed for wind loads in the plane of the truss only. 0 co F) vo� -V0 ) ), y ), 1-00 6-00 3-06-14 'PROVIDE FULL BEARING;Jts:2,5,3,4J WPROPe JOB NAME: POLYGON PLAN 5-D NH - CJ8 IN i Scale: 0.3715 * '715 / ' Q WARNINGS: GENERAL NOTES,unless otherwise noted: 7]���y -r"' /� p 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 individualC't .921 I PE t` Truss: CJ 8 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by `Jmr+r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ?' rf DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it/ nn ),� 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 ,q'OREG V N -+J SEQ. : 6051330 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 As TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"9f use. pV 9 / '� 5.CompuTrus has no control over and assumes no responsibility for the Y � } a•Design assumes full bearin at all supports shown.Shim or wedge if 14, 2.° �f. fabrication,handling,shipment and installation of components. Designneas. R A I 7. assumesadequatene drainage face is provided. Y.- 6.This design k furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPINVECA BCSI,copies of which will be furnished upon request. lines coincide withizjoint center lines. 9.Digits indicate size of plate In inches. V [c� MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-374) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -56) 0 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50° 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -129/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacinui AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.103" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" 0MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 i NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II b v load duration factor=l.6, o Truss designed for wind loads Orn in the plane of the truss only. P9 M-3x4 y ), y1, 1-00 6-00 4-09-04 IPROyIDE FULL BEARING;Jts:2,6,3,41 ,c,c4.„0 PRQ,res JOB NAME: POLYGON PLAN 5-D NH CJ9 Scale: 0.3424 �4 INS 6- 1. WARNINGS: GENERAL NOTES,unless otherwise noted: f�.y��� � 1.Builder and erection contracto should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =�:7G.s*PE r Truss: CJ 9 and Warnings before construc'on commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing(oust be installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing t0 insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the tri r.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,i am► " Po Y 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON t^. !Ir �" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f R E4w �� 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' ,_ SEQ. : 6051331 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, -- design loads be applied to any component. and are for"dry condition"of use. Q. 14, '2. 't� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if CA ' fabrication,handling,shipment and installation of components. necessary. M4'r•.,R i k,-.\^. 6 P P 7.Design assumes adequate drainage is provided. !"(tl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII II II VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. lines coincide with jointanr lines. 8.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIfl This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-411) 381 3-4=1-192) 140 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50' 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50' 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 Iq MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9' Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10,9" jl MAX HORIZ. TL DEFL = -0.007" @ 11'- 10,9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, CD Truss designed for wind loads jl o in the plane of the truss only. C"9 ,rt c = 6 � M-3x4 y ; ; y 1-00 6-00 5-11-11 IPROVIDE FULL BEARING;Jts:2.6,3.4,51 JOB NAME : POLYGON PLAN 5-D NH - CJ10 40 p os Scale: 0.3221 ' '!5%l ' Q WARNINGS: GENERAL NOTES,unless otherwise noted 2 tf 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 individuale't .0 2 e 1 P E r Truss: CJ 1 0 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 permanentbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by mmr� sponsibilit of the erector.Additional of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). ty. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �w`�� 4.No load should be applied to any component until after ail bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON 4/ SEQ. : 6051332 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 A. design loads be applied to any component. and are for"dry condition"of use. 'O •' }' 14, 20 ,„, TRANS I D: 407540 5.CompuTws hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if C!! fabrication,handling,shipment and installation of components. Dnesign . ' ' ` 11 4 7.Plat s assumes adequate ne drainagehcisprovided.truss, ( Lt. 8.This design k furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII III IIIITPI/WTCA M BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0. Digits indicate size of plate in inches. 10. EX [CC n MiTek USA,N10./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EX PIRES:12/31/2015 1111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-454) 427 3.4=(•246) 188 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4.5=( -77) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 392H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 9'- 11.2" 169/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 1.6" -60/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" iI MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 3'• 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'• 0.9" MAX HORIZ. TL DEFL = -0.008" @ 13'- 0.9" NOTE:Design assumes moisture content does // not exceed 19% at time of manufacture, 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. cc, o - -/ 6' o M-3x4 J- J, J, y 1-00 6-00 7-01-10 'PROVIDE FULL BEARING:Jts:2,6,3,4,51 PROPe JOB NAME : POLYGON PLAN 5-D NH CJ 11Sale: 0.29761` `' WARNINGS: GENERAL NOTES,unless otherwise noted: ! : 11 P E t-" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,i.�rr Po Y continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). (C DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. 7" tx 'V SEQ. : 6051333 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1� ' design loads be applied 10 any component. and are for"dry condition"of use. 14 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �}! t3 fabrication,handling,shipment and installation of components. Dnesign as. `t"/, R R I .,,. V P P 7.Desgn assumes adequate drainage is provided. +'t rl 4- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII I III IIII IIII TPINYfCA in BCSI,copies of which will be famished upon request. lines coincideictwith jointcenterinches.9. Digits idsize of platein lines. EXPIRES: nn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIII1111 This design prepared from computer input by p PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-336) 304 3-4=(-109) 56 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -261/ 392V 0/ OH 1.50' 0.50 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8" -64/ 93V 0/ OH 1.50' 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0,064" @ 3'- 4.9" Allowed = 0.481" j, MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005' @ 9'- 11.0" MAX HORIZ. TL DEFL = -0.005' @ 9'- 11.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design.conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. coc CO CO rA- V Of- ► 5,...„-,..,,,,c. -7'1 M-3x4 ) ) y 1, 1-00 6-00 3-11-12 (PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ124,t 5R ;r76/f9 , Scale: 0.3645 *� Q 1-7 WARNINGS: GENERAL NOTES,unless otherwise noted: h+� t'-� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !.7G„f E r Truss: CJ 12 and Warnings before construction commences. building component.Applicability of design parameters and proper frI/ 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 donna construction 2.Design assumes the top and bottom chords to be laterally braced at err DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length byIr� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.--,41.0,- DATE: "- r ,- fy., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r rM /w�5�, 4, No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. "fr'J OREGON ^w, SEQ. : 6051334fasteners me complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , -47 N `• design loads be applied to any component. and are for"dry condition"of use. 1\ .10., 14 r�10 �-,...: TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If 'U fabrication,handling,shipment and Installation of components. 7necessary. li R t .Design assumes adequate drainage is provided. 4- 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III I 1111 I III III I II VIII Ell TPI/WTCA in BCS(,copies of which will be furnishetl 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 IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-249) 222 3-4=( -91) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -14/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.095" @ 2'- 11.8° Allowed = 0.481' 0 MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.003° @ 7'- 10.9" 12 NOTE:Design assumes moisture content does 10.00 not exceed 19% at time of manufacture. 7 ) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. r--- co `co V c?/- �� 5=� 0 M- 1-00 6-001-11-10 IPI�OVIDE FULL BEARING;Jts:2,5,3,4I act) PROP.c- JOB NAME : POLYGON PLAN 5-D NH CJ13 Scale: 0.4253 ` �I�' �r,� ,s,/,�i GENERAL NOTES,unless otherwise noted: (4.t WARNINGS: 1 J�h17' 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 S.0 r E r Truss: CJ 13 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 do Insure stebNNy 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 W Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. "+' OREGONtx `i.j SEQ. : 6051335 fasteners are complete and atino time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t design loads be applied to any component. and are for"dry condition"of use. ✓,,+j 1 i' 14, 2P +4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if r6 41: ": },��j {k fabrication,handling,shipment and installation of components. necessary. ""ri R I i �,,, V 7.Designlatesassumes adeqne drainage is provided. r'i RIO' 8.This design is furnished subject to the Nrttftetfons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIMlTCA in BCSI,copies of which will be furnished upon request. git coincide with jointanr lines. 9.Digits indicate size of plate in inches. EXPIRES: o rye MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12/31/2015 MINI 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 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDOF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50° 0.64 KDDF ( 625) 5'- 9.2° 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" '1' 1/ MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -v MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9° MAX HORIZ. TL DEFL = -0.002° @ 5'- 10.9" 0 NOTE:Design assumes moisture content does 12 (f not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 v 0 u; V) c, 00/- ►-� 4=� M-3x4 y ) y 1-00 6-00 PROVIDE FULL BEARING:Jts:2,4,31 t.0 PR OPS JOB NAME : POLYGON PLAN 5-D NH - CJ 14 sale: 0.482, ` 51` 9 WARNINGS: GENERAL NOTES,unless otherwise noted: ry t-� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .921 I r E I- Truss: CJ 14 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .a DES. BY: LJ is the responsibility of the erector.insure stability nalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,f AMP �" apon Y continuous sheathing such as plywood sheathing(TC)and/or drywau(BC). CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. } A.S EQ. : 6051336 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9 design loads be applied to any component, and are for"drycondition" full b on"of use. /+.:: -7 1 4 2. �i4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. , R A i 7.Desgn assumes adequate drainage is provided. +-t t-1 4- 8.This design in furnished subject to the kmltations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111 TPINVECA In SCSI,copies of which will be furnished upon request. git coincideictwith joint centerche. 9.Digits indicate size of plate In inches. EXPIRES:USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) 12/31/2015 1E111111 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 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-133) 112 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS R€€ACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -321 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ' MAX TC PANEL LL DEFL = 0.141" @ 3'- 6.1" Allowed = 0.465" 5-09-12 MAX TC PANEL TL DEFL = -0.129" @ 3'- 3.8" Allowed = 0.697" MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.0" MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.0° � NOTE:Design assumes moisture content does 12 I') not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, 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 to in the plane of the truss only. N O U) C9 Tr o� ►� 4►= f M-3x4 y y y 1-00 6!00 1PROVIDE FULL BEARING;Jts:2,1,31 ,O PRo J OB NAME : POLYGON PLAN 5-D NH - CJ 15 Scale: 0.4840co !„..I/}€4.4 �+'�NE '0a WARNINGS: GENERAL NOTES,unless otherwise noted: 'C'''.4" /7/5/11Y�„rrr��� p f�E f,,.. 1.Builder and erection contractor hould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = 2 t r Truss: CJ 15 and Warnings before construct n commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing rhust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to'..insure stability during construction 2.Design assumes the top and bottom chords to be laterally 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 /r �Ir�' p ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r-� ,ry„ DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �4`' 4. No load should be applied to arty component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ",P -+,/ SEQ. : 6051337 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Lam, 2,0 i... t. design loads be applied to any component. and are for"dry condition"of use. 14 2 ty"i-. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if - necessary. P A'r fabrication,handling,shipment and installation of components. 7. necessary. assumes adequate drainage is provided. 4- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII(III VIII VIII VIII I III VIII IIIIIIII TPI VYfCA in BCSI,copies of which will furnished upon request. it coincideiindicate 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) EXPI RES:12/31/2015 IIIIIIIIIIINI This design prepared from computer input by II PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-89) 81 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -27/ 345V -44/ 130H 5.50" 0.55 KDDF ( 625) 3'- 10.2" -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,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: Desitn checked for net -5 rsf u.l'ft at 24 "oc sracinl. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" 0 -1'- 0.0° Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-10-15MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" T '' MAX TC PANEL LL DEFL = 0.024" @ 2'- 1.8" Allowed = 0,300" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 -/ 10.00 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.2" 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, krk (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads c� in the plane of the truss only. M V101111111111111111111111. O O� �4 M-3x4 . J, y > 1-00 !PROVIDE FULL BEARING:Jts:2,3,4! 6-00 PR JOB NAME : POLYGON PLAN 5-D NH - CJ16 c r iN s, Scale: 0.5878 \ J t WARNINGS: GENERAL NOTES,unless otherwise noted: t I -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 .!92.t r l'-- Truss: CJ 16 and Warnings before construction commences, building component.Applicability of design parameters and proper ,w+ 2.2n4 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 4u DES. BY: L.) is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /UMmr' Jit"" ' fy. Pons Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f�n '-1 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 6051338 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '/ 'Q 14_ 0A. design loads be applied to any component, and are for"dry condition"of use. '4�- '� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ` [� fabrication,handling,shipment and installation of components. neessary. ` IR It- L+ P P 7.Designlaesassumes adequate ne dthi aceage Isprovided.truss, Pl. 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'IIID VIII VIII VIII VIII III II I IIII TPINVECA h SCSI,copies of which will be furnished upon request lines coincide with jointplateacenter nche. NDigits indsize oin 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 NMIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 IC 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42.0 PSF D'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11.10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" f 1' MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" j NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads o in the plane of the truss only. •<:- 0 V) v o/- 110.--- 14 100111102 M-3x4 1, , l 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3I c.0 PRo,�"s JOB NAME : POLYGON PLAN 5-D NH - CJ17 ill -, Scale: 0.4821 C? l5/ C WARNINGS: GENERAL NOTES,unless otherwise noted: �'" +ff^^��.3 t-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 :92 4 11r-E r Truss: CJ 17 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. 4011, yrr++" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at • DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by } p ypermanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ".. rt.DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON n r� `i 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. "? ,g'V RE:G 7N , 4/ SEQ. : 6051339 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, } ;/� y design loads be applied to any component. and are for"dry condition"of use. .1 }" ,�4, 2.0 -.`♦{- TRAN S I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. Designneas. L*.�ry�.1 y 7. laesassumes adequate drainage Iso truss, LL rt 4t» 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 11111111111111111111 III VIII VIII VIII VIII VIII VIII IIII IIII TPI VJfCA in BCS(,copies of which will furnished upon request. Digitsgit coincideiindicate with joint center lines. 1 indicate size of plate in Inches. 4! 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/ry015 IIIIIIIIH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-69) 26 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" -132/ 478V -12/ 83H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,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.' 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00[/ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204" MAX TO PANEL TL DEFL = 0.004" @ 1'- 4.3" Allowed = 0.307" MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.0" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. co/- o 1111111111111111 o/- 2► 4► M-3x4 1 y > y y 1-08 2-00 1-03-12 'PROVIDE FULL BEARING:Jts:2,4,3' JOB NAME : POLYGON PLAN 5-D NH - CSJ1 Scale: 4�� IN fififirrr___`(5'/ 0.8191 4... //5//7' 1, WARNINGS: GENERAL NOTES,unless otherwise noted: ( =.s ry,+ �„. 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G Truss: CSJ 1 end 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 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 �/rt r �^ DATE: 9/5/2014 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 1, n r-� the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ vE�vN /�� Ir 4.No load shodd be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. `V SEQ. : 6051341 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ✓f � NNr,� `QA, design loads be applied to any component. and are for"dry condition"of use. ,� �` 14, '2, b.,t TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge ifnpICs T fabrication,handling,shipment and installation of components. Design �y R tt i t V P P 7. laesassumes adequateated drainagehcistrus,provided. i'i t 4- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - IIIIII II II IIII VIII I III IIII VIII IIII IIII TPI WfCA M BCSI,copies of which will be furnished upon request. git coincide with jointanr lines. 9.Digits indicate size of plate in inches. v [t* 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:RCS:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-117) 53 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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" -98/ 461V -25/ 134H 5.50" 0.74 KDDF ( 625) 1'- 9.2" -65/ 193V 0/ OH 5.50" 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7" -75/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.0" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.0" 6.00 1.----- oli NOTE:Design assumes moisture content does ') not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co0 co M� ' V �_ ppm 2►� 4►� M-3x4 y y ), y 1-08 2-00 4-07-12 'PROVIDE FULL BEARING:Jts:2,4.31 1`10 PR Qfip. JOB NAME : POLYGON PLAN 5-D NH CSJ2 Scale: 0,5840 co (y(J.INE `/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ('4,Y V" ".y /"fY I- ryC17 CSJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual s D2!M.1�L 7 Truss: CSJ 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 stabillly 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 . P y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r�. r1,. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown+n 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. ", .'r it, kr SEQ. : 6051342 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L/ �.7„ N"s, design loads be applied to any component. and are for"dry condition"of use. t 3' 14 " TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �� fabrication,handling,shipment and installation of components. Dnesign assumes. L"^ty A Sy L+ 7.Plates adequateated hiface is truss,a C+"F L 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII II II VIII VIII VIII VIII I II'III TPI WTCA In BCSI,copies of which will furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIMHHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-10=(-1663) 4302 10- 3=( -341) 1053 7.15=(-233) 532 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4933) 1929 10.11=(-1542) 3951 3-11=( -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 1351 11.12=(-1082) 3153 11- 4=( 0) 366 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12-13=( -838) 2581 4.12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14-15=( -776) 2345 5.13=(-1362) 727 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15- 9=(-1050) 2742 13- 6=( -522) 1020 8. 9=(-3238) 1327 6.14=( -372) 1119 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -347/ 2034V -248/ 258H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) JT 9: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.; VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.267' @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.490" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.120' @ 43'- 3.5" 22-00 21-09 MAX HORIZ. TL DEFL = 0.199' @ 43'- 3.5" 2-09 5-10-08 6-04-08 7-00 7-06 15 7-01 7-01-01 '' NOTE:Design assumes moisture content does not exceed 19`b at time of manufacture. 12 22 Design conforms to main windforce-resisting 6,001/ M-4x6 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 ,14' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fA\, - . M-5X8 S load duration factor=1.6( ) Truss designed for wind loads in the plane of the truss only. 0.25" M-5x6(5)0.25" 1.5x3 M-3x5 M-3x10 M-3x10 0 �' M-5x8 11 12�wue ArD o M-3x4 13 is 15 9 o M-5x10 0.25" M-3x4 0 -- 2.75 *,,2X WEDGE M-5x6 M-5x8(S) 12 W/(2) M-3X4 TYP. 2.75 o ), .1 y y12 )' y y y -05-08 5-10-08 6-02 ,2-00, 9-05-15 8-11-05 8-09-12 y , 4-05-08 12-00-08 2-00 27-03 y 1-08 43-09 tR�0 P13°Fes, JOB NAME : POLYGON PLAN 5-D NH - D1 c s Scale: 0.1397 \ ) l� WARNINGS: GENERAL NOTES,unless otherwise notedCt.: 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 °J 2 S S P E c-- Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper . 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 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: L 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " 411�AA r^ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7 ,q� SEQ. : 6051343 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - � Q'y4 A, TRANS I D: 407540 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for" full bearing at all supports shown.Shim or wedge If gy dry condition"of use. e.Design assumes 6 14 2, "'' cessary. fabrication,handling,shipment and installation of components. ne Design ass L ry A t i 1 7. assumes adequate drainage is provided. +'f rl 4.5• 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPINYfCA In BCSI,copies of which will be furnished upon request. git coincideictwith joint centerche. 9.Digits indicate size of plate in inches. EXPIRES: MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTR 72, T3 2- 3=(-10024) 3052 15.16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -9298) 2850 16.17=(-3184) 8740 4-16=( -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17-18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 18.19=(-3358) 8934 16- 7=(-2736) 1248 TC LATERAL SUPPORT <= 12'OC. UON, IC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 5- 7=( -6642) 2370 19-20=(-3010) 8132 7.17=( -444) 1282 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=( -8830) 3350 20.14=(-1912) 5602 17- 8=( -244) 878 BC UNIF'LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"OC UON. FOR C CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10-12=( -5882) 2108 9.19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED C CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11.12=1 0) 0 19.10=( -182) 968 12-13=( -6614) 2320 10.20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14=( -6546) 2252 12.20=( -498) 1858 OVERHANGS: 20.0" 0.0" REQUIRE ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20.13=( -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0° -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. 43'- 9.0" -1096/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN '- nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, [GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.1 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 )0 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.300" @ 22'- 8.7" Allowed = 2.142' MAX TL CREEP DEFL = -0.594" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.180' @ 43'- 3.5" 9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does T T T 1' not exceed 19% at time of manufacture. 3-02-03 0-06-11 2-03-08 5-11-03 0-06-11 4-10-02 T 1-f T T T '( p( T T Design conforms to main windforce-resisting 2-07-0 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. T 1' T TT , T 1' T TT 1' 9-10-08 9-07-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T lAll Heights), fEnclosed, Cat,2, Exp.B, MWFRS(Dir), f 4533.30# .30# 12 M-3x4 M-7x8(S) 533 12 Truss designed for wind loads 6.001/ M-4x85 6 M-3X5 e 9 M-10x5 11 M-5x6 "----..1 6.00 in the plane of the truss only. 0 25" 0,2 2, y T3„ 4.%11 M-3x44 Z M-1.5x3 M-1.5x3 + co M-3x10 3le, _ M-3x8 0 v _� is i'�!'� I6 "' cc 00 1 M-7x10 M-3x8 M-7x: 18 0.251' 20 *la o **2X WEDGE A-7x10 M-3x8 C. - 2.75 W/(2) M-3X4 TYP. 2.75 - M-7x8(S) 12 12 ), * * /, J, * * y -05-0 6-09-12 5 02 12 ,2-00 ), 00* 9-02-04 9-00-08 9-00-04 y . , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 <('''` d f R Qic° . JOB NAME : POLYGON PLAN 5-D NH L DH1 Scale: 0.1467 �� `/y(jj)N `' WARNINGS: GENERAL NOTES,unless otherwise noted: �'" ." /"t�1r 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 I r E r- Truss: D H 1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown n. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing tQ insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �1r 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 ,/*�mmw �1a+ P y continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). ,tM DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r co } � OR TRANS ID: 40754014 tt,, 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. : 6051344 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,end are for"dry condition"of use. �,, design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 'r-'" -5.CompuTrus has no control over and assumes no responsibility for the necessary. t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'?RIO' 6.This design is furnished subjegf to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI/WTCA in BCSI,copies of Which will be famished upon request. Digit coincide withizjoint acenter lines. 9.lines 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-1311,55R-1986(MTek) EXP)RES:12/31/2015 IIIIIIIIf This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15=(-1943) 4359 15- 3=( -193) 596 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-5055) 2323 15.16=(-1536) 3431 15- 4=( -422) 947 BC: 2x6 KDDF #1&BTR 3- 4=(-4703) 2253 16.17=(-1804) 4102 4.16=( -367) 244 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3503) 1741 17-18=(-1726) 4096 16- 5=( -445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-1757) 4235 16- 7=(-1321) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19-20=(-1689) 3826 7-17=( -142) 657. BC LATERAL SUPPORT <= 12°OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 2D-14=(-1308) 2765 17- 8=( -297) 376 B- 9=(-3989) 1950 18- 8=( -633) 396 LL = 25 PSF Ground Snow (Pg) 9.10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=(-2734) 1406 9.19=( -258) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 0 19.10=( -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-3119) 1526 10.20=(-1364) 635 13-14=(-3258) 1577 12.20=( -375) 1004 OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20-13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -405/ 2034V -104/ 113H 5.50" 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psft uplift at 24 "oc spacing.' M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.329" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.571" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.119" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.174" @ 43'- 3.5" 13-03-11 17-04-10 13-00.11 T ( T T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3-02-03 3-05-1.22-03-08 5-11-03 (3-05-12 4-10-02 1 < f -05-07 f f T Design conforms to main windforce-resisting 2-0744 f f f T 3-07-09 1 T 3-/c 2 6-02-114-03-14 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 6 11 '' T load duration factor=1.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6,00 I/ M-5x6 0 25"M-3x4 M-13D 2 x5 M-4x6 \I 6.00 in the plane of the truss only. 5 B o T2 yl3 . M-3x44 M-1"5x3 + . '' \/ M-1.5x3 CO M-3x10 3 M-3x8 0 o 1 � M-7x10 5 16 17 � ii :Am 19 20 *1 m M-3x8 M-7x8 1e a o O M-7x10 0.25" M-3x8 O -• 2"75 **2X WEDGE 2.75 o M-7x8(S) 12 W/(2) M-3X4 TYP. 12 J• y ), y ), > y y -05-0 6-09-12 5-02-12 ,2-00> 9-02-04 9 00 08 9-00-04 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - DH2 , �� PR RO,,CCrrr, `6. Scale: 0.1467 ,,,,c,?. , ```��S/5/4cn 4„ WARNINGS: GENERAL NOTES,unless otherwise noted: Q •7�t P E 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 7 Truss: DH2 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 440/00,p � 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�lm* �" " P�5 Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. OREGON `V SEQ. : 6051345 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2, 7 design loads be applied to any component, and are for"dry condition"of use. 2- 1).4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f?q nfabrication,handling,shipment and Installation of components. Design assumes. l"i y R I t� V P P 7.Design adequate drainage is provided. '�r'F rt t» 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center - - 1111111111111111011111 TPINVECA In BCSI,copies of which will be furnished upon request. git coincide with jointanr 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) EXP(RES:12/31/2015 111111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDOF #1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 1901 14-15=(-1508) 3872 3.15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15-16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1223 16-17=( -829) 2561 4.16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17.18=( -702) 2427 5-16=( -340) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=( -702) 2427 5.17=(-1026) 550 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19-20=( -884) 2558 6-17=( -358) 762 8-10=(-2214) 1077 20.13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2552) 1114 8-19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1230 10.19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1284 19-11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -76) 319 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -322/ 2034V -181/ 191H 5.50" 3.25 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc I 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 1COND. 2: Design checked for net(-5 5sf) uplift at 24 "oc spacing.) JT 13: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.251" @ 14'- 6.0' Allowed = 2.142° MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.124" @ 43'- 3.5" 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 5.04-05 0-04-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-09 5-10-08 0-0�4-11 ' 5-04-05 5-05-10 5-04-05 f f T f f f' f f f Design conforms to main windforce-resisting system and components and cladding criteria. T 16-06-08 T f 16-03-08 T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 OA 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6, M" x8 e 0 load duration factor=l.6, 6.00(/ M-3x45 �I6.00 Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-3x4 0.25" 1 4 xt ilk + M 1.5x3 M-3x5 2 CO M-3x10 s M-3x10 0 o 00`-14 15 16(11.......,-r... .-- _��./// A * o o M-5x8 M-3x4 M-5x10 17 M-1.5x31 0.25"- M 3x4 13 * o **2X WEDGE M-5x10 M-5x8 S ' -- 2.75 W/12 (2) M-3X4 TYP. 2.751 .--- ( ) 12 ), ), y y y y y ), > ,-05-0 5-10-08 6-02 ),2 00, 5-06 5-10-12 7-09-02 8-01-02 y , z-05-08 12-00-08 2-00 27-03 y 1-08 43-09 (t° PRo1p JOB NAME: POLYGON PLAN 5-D NH DH3 �,.. ' (�+ p o Scale: 0.1338 C? 5//! '1 WARNINGS: GENERAL NOTES,unless otherwise noted: ,e 9f�ryry 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 =7G 0 S P E - Truss: DH3 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 stebmty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! ry. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON nr-, /�+� /� 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. `'Q) OREGON b, kr SEW. : 6051346 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v design loads be applied to any component, and are for"dry condition"of use. 4+, '1.}�' 1 24 �4.4‘ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. ne . J�/f� RIO' i y 7.Design assumes atedadequate hdrainage isprovided.truss, L5. 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 TPIPAlrCA In BCSI,copies of which will be fumished upon request. git coincide with Joint ate inr lines. 9.Digits indicate size of plate in inches. r rr 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 IIIIIIN 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1958) 4217 14- 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4923) 2340 14.15=(-1814) 3872 3-15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15-16=(-1374) 3091 15- 4=( 0) 365 2x4 OF STAND A LOADING 4- 5=(-2869) 1592 16-17=(-1123) 2561 4.16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17.18=(-1114) 2427 5.16=1 -401) 1042 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=(-1114) 2427 5-17=(-1026) 475 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19.20=(-1185) 2558 6-17=( -394) 762 8.10=(-2214) 1375 20.13=(-1303) 2712 17- 8=( -487) 277 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-2552) 1476 8-19=( -457) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1564 10-19=( -361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1611 19-11=( -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -56) 319 OVERHANGS: 20.0" 0,0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0,0" -445/ 2034V -182/ 192H 5.50" 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0" -374/ 1837V 0/ OH 5.50" 2,94 KDDF ( 625) Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" JT 13: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0° Allowed = 0.222" MAX LL DEFL = 0.299" @ 16'- 6.5" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145' @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.208' @ 43'- 3.5" 5-10-08 1-09 2-r05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does T T T '(3-03-12 f f '( f f not exceed 19% at time of manufacture. 2-09 5-10-08 -05-04 5-05-10 5-04-05 -1' '( '' T '/ T T T 1' T T Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria. T T 7 9 1' '' Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-3x8 0 4x6 6.00 load duration factor=1.6, Truss designed for wind loads M-5x6 : Ii in the plane of the truss only. M-3x4 M-3x5 + M-1"5x3 M-3x1el M-3x10 : ,,. 9 A ` o C. 1 M-5x8 M-3x4 M-5x10 17C. 18 M-1.5x31 0.25' M 3x4 *f3 0 0 a 2.75 **2X WEDGE 2.75 - M-5x8(S) • 12 W/(2) M-3X4 TYP. 12 J' > y )' J' )' y y -05-0 5-10-08 6-02 ),2 0), 5-06 5-10-12 7-09-02 8-01-02 y , Y-05-08 12-00-08 2-00 27-03 y 1-08 43-09 ...co, PROkt JOB NAME: POLYGON PLAN 5-D NH - DH4 Scale: 0.1338 r�P 1y�y� s WARNINGS: GENERAL NOTES,unless otherwise noted: 4! v/ i�/t ! ` tTrus1.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 individualt. =92 4 I P E 1-- Truss: s: DH4 and Warnings before construction commences. building component.Applicability of design parameters and proper "' 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,a� DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by mai Pons Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �t,, 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. , OREGON41, 1 W SEQ. : 6051347fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. 14 '.0 t� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes NII bearing at all supports shown.Shim or wedge if p (}5- fabrication,handling,shipment and installation of components. necessary. rY/�ty yy# ti V P P 7.Design assumes adequate drainage is provided. r-T fl 1 L 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointche. 9.Digitssinisize oftplate In Inches. EXPIRES: nn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5,50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �CQND. 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TO PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, r/ Truss designed for wind loads 0) 0 in the plane of the truss only. O - o N C7,_ 7 0 - o� x4x M-3x4 J, y y , 1-00 2-00 1PROVIDE FULL B ARING;Jts:2.4,31 C4 PROp .S JOB NAME: POLYGON PLAN 5-D NH rt EJ1 Scale: 0.6772 s5' �,IN 't��, �r/ WARNINGS: GENERAL NOTES,unless otherwise noted: +' *ff��..yy ��t- "$�,;, 1.Builder and erection contractorshould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =921 11 t'E Truss: EJ 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 ere 2'o.c.and at 10'o.c.respectively unless braced throughout their length byrrdopy. p y cdor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rv. DATE: 9/5/2014 the overall structure is the resppnsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON rr�� /w`e" 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 -a,/ SEQ. : 6051348 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/ nAs design loads be applied to any component. and are for"dry condition"of use. 6. / -4 ,- 1 , as TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if 4 .. fabrication,handling,shipment and instaNation of components. 7.necessary. ^`P r-1 1 i Design assumes adequate drainage is provided. PRILA"'' 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPIM/rCA in BCSI,copies of which will be furnished upon request. git coincideiclwith jointpatecenterche. 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) EXPO RES:12/31/2015 111 1111II This design prepared from computer input by u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2.3=(-96) 73 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 Est) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 -/ MAX BC PANEL LL DEFL = 0,002" 9 1'- 0.1' Allowed = 0.054" 10.00 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. M/ OIIIIIIMIIIIIII O� 2 42 M-3x4 • 1, ), y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 t0 PFS0/C. JOB NAME : POLYGON PLAN 5-D NH - EJ2 1NE / Scale: 0.6371 t ` t5/� Q WARNINGS: GENERAL NOTES,unless otherwise noted: e /5 f �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 G Truss: EJ 2 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. y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fir. DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s,�,r w^ none Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,� Y� Y� fy DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ vEl� 1 +' " 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7' A.OREGON -c/ SEQ. : 6051349 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Y �9' �� -4 design loads be applied to any component. and are for"dry condition"of use. / 41" 16., 1" 1 4 20 "'C TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if AI �2, necessary. '4f 'V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R A,ti,,, 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 II IIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II This design prepared from computer input by 111111111PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-144) 105 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'• 0,0' -24/ 309V -66/ 185H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -65/ 156V 0/ OH 5.50' 0.25 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -103/ 153V 0/ OH 1.50" 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,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.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -v MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 ' MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 10"00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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 Tr in the plane of the truss only. in cq ' 11:- o� ►� 4►� M-3x4 ), y ), y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3I �C9, 0 PROPe, JOB NAME : POLYGON PLAN 5-D NH EJ3 Scale: 0.5134 c,, .q'�(y(j3(`tNEi' `ftTY G,.a WARNINGS: GENERAL NOTES,unless otherwise noted: /" f9 4 fA��1 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 =7 +i'E v Truss: EJ3 end Warnings before construdtion 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 t 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 byIra�" po y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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 ,g_ 41 SEQ. : 6051350 fasteners are complete and at no time should any loads greater than 0.Design assumes trusses are to be used in a non-corrosive environment, 4f ;*7A �A,� '� design loads be applied to any component. and are for"dry condition"of use. I�' -T}, 14, 2., 1i>.. necessary.I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If 1 � Cy necessary. ^`/'7 ARA' �` L+ fabrication,handling,shipment and inslaMation of components. 7.n ecigs assumes adequate drainage is provided. �: i.- e.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 VIII VIII IIII VIII I III IIII IIII TPI/WTCA in BCSI,copies of which will be famished upon request. git coincideictwithizjoint ate in ches 9.Digits indicate size of plate in inches. f n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20155. H IIIIHUI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-194) 138 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -167/ 308V 0/ OH 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -138/ 205V 0/ OH 1.50" 0.33 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1° Allowed = 0.054" -/ MAX BC PANEL TL DEFL = -0,009" @ 1'- 0.1" Allowed = 0.072" /00000/ MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=22,5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads CI) in the plane of the truss only. D 0 r--- co -co 0 M-3x4 , y 1, y 1-00 2-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 CEO PR ores JOB NAME : POLYGON PLAN 5-D NH - EJ4 4` IN "9t9 , Scale: 0.4250v {�, /[/ ( / WARNINGS: GENERAL NOTES,unless otherwise noted: 92 4 0 P E T' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G Truss: EJ 4 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 dr..• DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,d r rr Ise Pons Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r^r r� j� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON+a 1,- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,q_ti•t -+J SEQ. : 6051351 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 8�ey h N •< design loads be applied to any component, and are for"dry condition"of use. / -1�` 14 p° �y4 TRANS I D: 407540 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifn4:411;' CAq fabrication,handling,shipment and installation of components. Design as. `( t;y IR ty fes. V P P 7.Design assumes adequate drainage is provided. r"F 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 IIIA VIII II II VIII 0111 IIII 1111111 IIIIIIIIIII TPI/WTCA M SCSI,copies of which will be furnished upon request. git coincideictwith joint center lines. 9. Digits indicate of plate in inches. V C* �! 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:12/31/20155 IIIIIIIIIIIBI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 84 2.4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-72) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -156/ 460V -5/ 51H 1.50" 0.74 KDDF ( 625) 0'- 11.2" -105/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -81/ 31V 0/ OH 1.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ' M,M2OHS,M18HS,M16 = MiTek MT series 12 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 psi) uplift at 24 "oc spacing.) 6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6' Allowed = 0,035" MAX HORIZ. LL DEFL = -0.000' @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 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. 3 Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), C9 load duration factor=1.6, Truss designed for wind loads <<)/- in the plane of the truss only. Tr ra- o 0 N/4 M-3x4 1 ) y ) 1-08 1-00 IPROVIDE FULL BEARING;Jts:2,4.41 c`tD PROPe JOB NAME : POLYGON PLAN 5-D NH 1 P1 �K' INSq�, i Scale: 1.0020 5//7' C:7 WARNINGS: GENERAL NOTES,unless otherwise noted: fr����yy 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 .7L 1'?t" Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper /x 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. /! 3.Additional temporary bracing tole 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 erecter.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fir p ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . .rte, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. '7ff ,q'�.::rR EGON�� t�'j/ SEQ. : 6051353 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v +/ ^r design loads be applied to any component. and are for"dry condition"of use. / "1}f ,�4 jO -, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ' e*. nfabrication,handling,shipment end instaNation of components. eas. `�^-R R� t 7.Design assumes oadequate 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,end placed so their center VIII VIII VIII VIII VIII VIII VIII III IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide wiz joint acenter 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