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Plans -.� RECEIVED / 377 1 5 JUN 0 7 2010 CITY OF TK AR t MiTeIC BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-265_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: R45125315 thru R45125324 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��EO tVEE�PRop,��,�N(xI / cp ©4, 89782PE 92 OREGON 49 1;90 AIRY 1S2Q, ir PA UL August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. i Job Truss Truss Type Qty Ply POLYGON R45125315 PL15-265_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:32 2015 Page 1 ID:DFkz9p3tCrPAGZnV berKOtyJvgB-SgKRV HzjyCjvV W_MlwXpzzUcgKga2?hcKgRZiygBCv 1 1-0.0 I P-i I 1-2-0 I I D-7-6 1 Scale=1:25.0 1.5x3 II 1.5x3 11 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 • Ir e e e e e e e e lirN / 141\ 1141\ — / N o - • .• e o- e e 1 e 2 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= 1 7-0-14 17-7-1418-2-14 I 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.V)— 18:0-1-8.Edgej.[19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 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) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 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). LOAD CASE(S) Standard i ::o P}�Q�ESip 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 5 ! G INE" / Uniform Loads(plf) Ti� FR ©A- Vert:16-24=-8,1-15=-80 44 Concentrated Loads(Ib) 89782PE Vert:2=-674(F) MIN It OREGON P�"z. EXPIRES: 12/31/2016 August 7,2015 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE WI-7473 rev.02/16/2015 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. �Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/1141 Quality Cdteda,DSB-89 and BCSI Buffing Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 tame Heights,CA 451110 / Job Truss Truss Type Qty Ply POLYGON R45125316 PL15-265_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Aug 07 14:27:33 2015 Page 1 ID:DFk29p3tCrPAGZnVberKOtyJvgB-WOugjd_LjWrm7eZ6wTRmMBVbaEe9JTSgq_P_55ygBCu 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 I Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 354= 1.5x3 II 1 2 34x4= 4 5 6 7 8 e •• e_e\\----: i yo10 9re e . 1 13 12 11 e , 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— [2.0-1-8.Edge] [3:0-1-8.Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:62 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) 14=596/0-44,9=596/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,45=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 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. PR 0 �NGI NEAR Q .89782PE '/ 5, OREGON �" s 4 2G 20- 3 EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE II847473 rev.02116/2015 BEFORE USE. ....., Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. 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 stabifity 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 MlI AT ek" fabrication.quality control.storage.delivery,erection and bracing,consult ANSUTPII Quality Cdteda,DSB-89 and 6CSI Minding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 runic knight,,(`A ucesr Job Truss Truss Type Qty Ply POLYGON R45125317 PL15-265_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug7 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz zUgzdlnBlUAy?u02rpd4w2yP_3e9YdYygBCt 1 2-6-0 I P-5-1°I I 1-2-0 11 0-6-14 I Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3 4 5 3x4= 6 7 8 1 2 • • e 1004400444040044104411 • o / _\ 000•0000000000000— N er 14 13 12 11 10 3x4= 3x6=1.5x3 II 1.5x3 II 3x6= 3x4= 5-10-2 6-5-2 17-0-2 13-1-8 I I I 5-10-2 6-1-6 Plate Offsets(X Y)— F4:0-1-8.Edael.f5:0-1-8.Edae1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18,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) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 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,- PROP A.<c,'' GINE s/02,F 4 89782PE C ow -7. OREGON 49, 9�'k pAUL P�.1Ply A6 a�� EXPIRES: 12131/2016 August 7,2015 iter• I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing io insure stabirity during construction is the responsibillity of the MiTek' _ . _.. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quailly Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 cun,s Hegms,cA ucein ✓, Job Truss Truss Type Qty Ply POLYGON PL15-265 UPPER F04 Floor R45125318 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVber<OtyJvgB-OCSCwz zUgzdln8lUAy?u02red2b2xs_3e9YdYyg13Ct I 2$0 I I 1-8-6 11 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 11 1 2 3 4 53x4= 8 • • 7 8 • I, e • e a — - 6 -\ N "e e e e e gr 1. 13 12 11 10 /► 3x4= 3x6= 1.5x3 II 1.5x3 11 3x6= 3x4= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets OM- ]4:0-1-8.Edge].f5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 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) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 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)14. 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-T' PROF ss ; �c3lNE �© `r 89782PE r s OREGON a'. PAUL EXPIRES: 12/31/2016 August 7,2015 $ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MJI.7473 rev,02/162015 BEFORE USE it Design valid fmemor or useeonly with Wick connectors.i This designortiis basedfonln upon parameters shown,and is for a individual buildingigcomponent.sown 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 '. MI IT eik4 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaMy Crlteda,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Can,c Hnightc Cs ecn1n Job Truss Truss Type Qty Ply POLYGON R45125319 PL15-265_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:35 2015 Page 1. ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcbOn1 PJnRM711u59ygBCs 1 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 1 Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 3x4= 2 3 4 5 6 • 0 N I e e e- ° 1 10 1 8 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= 2-3-10 1 2-10-101 3-5-10 I 9-7-0 I 2-3-1n 0-7-0 0-7-0 6-1-6 Plate Offsets Den— 12:0-1-8.Fdael.[3.0-1-8 Fdael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BOLL 0.0 Rep Stress Ina' YES WB 0.22 Horz(TL) 0.01 7 n/a n/a Weight:44 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 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. c_00PRQp Ct. 89782PE 7.ea/. _ / OW y,y •REGON�1' 1RkPAULPt�N EXPIRES: 12131/2016 August 7,2015 1 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02,16/2015 BEFORE USE. NI Design valid for use only with MiTek connectors.This designisbased 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 M�Tek is for lateral support of individual web:members only.Additional temporary-bracing to insure stability during construction a the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely information available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Citrus Heights1009cA 45R10 Job Truss Truss Type Qty Ply POLYGON R45125320 PL15-265_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvg6-KbZyLe0DOREL 5Hgcb?Tzp750Re4WpBHXyefiQygBCr I 2-6-0 I 2-1-12 1 1 1-2-0 110-9.8 I 2-3-0 I I 1-�-0 I I 1-4-0 I 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • a 041::_:' ee e e e e e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4 = 12-10.12 I 4-10-12 155-12 164-120-7 1 11-8-12 123-121 I .15-11-12 1 4-10-12 0-7-0 5-8-0 0.7-0 0-7-0 3-1-0 Plate Offsets(X,Y)— 17'0-1-8 Edge].[12'0-1-8.Edge],[15:0-1-8,Edge] [16:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 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) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2351/0,3-4=-2351/0,45=-2351/0,5-6=2679/0,6-7=2679/0,7-8=1863/0,8-9=1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 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. kw 89782PE yr' .i ill 7 •AEGON '�� 4 PAULR� �� EXPIRES: 12/31/2016 August 7,2015 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev,02/16/2015 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. �" 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 - -- ITe fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Bonding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nuns Hnightq CIA 951110 Job Truss Truss Type Qty Ply POLYGON R45125321 PL15-265_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 I D:DFkz9p3tCrPAG7nV berKOlyJvgB-KbZyLe0DORE L_SHgcb?Tv7BaRIZWuj HXyefiQygBCr 1-9-14 I I 1-2-0 I I 0-8-14 I I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 .. e e e \ N 11 10 9 8 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= I 2-0-141 2-7-14 3-2-14 I 34-4 I 2-n-14 0-7-n 0-7-n 6-1-6 Plate Offsets(X Yl— 12:0-1-8.Edael.13:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 024 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 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) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=796/0,5-7=-817/0,3-8=0/420 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. ��E'� PR opt 89782PE f'" s -v OREGON2�,- 9s,k aAUL 00:4 EXPIRES: 12/31/2016 August 7,2015 peg— ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 510-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mitek connectors.Thu design a based only upon parameters shown,and is for an individual building component. `• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown r. is for lateral support of individual web members only..Additional temporary bracing to insure stability during construction B the responsibillity of the MITek° erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:dn,c Hnigmv rA 45ntn Job Truss Truss Type Qty Ply POLYGON PL15-265_UPPER F08 Floor R45125322 2 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.ID:DFkz9p3tCrPAGZnVberKOtyJvgtBon7ek n1mMCcFst9JWInc.Fri W1gL6r90FOJQIcN14:27:37 2015 CEsyciBCq { 2-5-0 1 3x4= 2 tsx3 II Scale=1:8.7 ■ • • 0 1 • ,A 4 lioN 3 1.5x3 I 3x4=- 2-8-0 2-8-0 2-8-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 4 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(ftat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=112/0-4-4,3=112/Mechanical 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)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<- D PRQ . 2 4t' 8.782PE ,�OREGON ate`""r A UL EXPIRES: 12/31/2016 August 7,2015 WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M/F7473 rev.01H6/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parametersand proper incorporation of component a responsiblity of building designer-not truss designer.Bracing shown r -is forlateralsupport of individual web membersony.Additional temporary bracing to insure stability during construction a the.responsibillity of the• 11111_ 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 ANSVTPII Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 r:irnuc Hrightq nA SFn10 Job Truss Truss Type Qty Ply POLYGON R45125323 PL15-265_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber d Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDPHFK3J'YL G7ImJygBCp I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0.9-8 I 2-3-0 I I 2-3-0 1 1 1-2-0 I 91:02 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7. 8 9 10 O / 44444400000044444404 0100 - 2 i N N e W ee e e 1�•/ 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 4-10-12 5.5-1z 12 11-8-12 112-3-121 1 16-2-8 I 4-10-12 I10-7-0 o-7-0I 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(x.Yl— p'0-1-8 Edge].[12:0-1-8.Edgg]-[15:0-1-8,Edge].[16'0-1-8 Edget_ LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BOLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a Weight:73 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=-2402/0,4-5=-2402/0,5-6=2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 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. �g`Eo PROFF, �� 0- NSed?d/p„9 89782PE 92 OREGON2©'sem Q PAUL 1- EXPIRES: 12/3112016 August 7,2015 4it , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MBek 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 ,,. ) ek _ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the- - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaMy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite Heights ra 4561n Job Truss 'Truss Type Qty Ply POLYGON PL15-285_UPPER F10 Floor 845125324 7 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) ID:DFkz9p3tCrPAGZnVberKOtyjvgB-H 4hjmK1 ITY2U3EPR3j01 x3Fri ED 7XVFVF38 gWZ5 G7Page mJygBCp I 0-6-4 I I 2-4-12 I 1 3x4 = 2 3x8= 3 1.5x3 I I Scale=1:8.7 1111.111111= III imilii...___ ; 0 ., N 111 =NM mg 1 II rii WAIL' 1.5x3 II I"ag, 6 5 OIRI40 4 3x6= 3x4= 0-7-12 ¢ger 3-5-0 0-7-12 (1-8 2-7-12I LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 0.21 Vert(LL) 0.00 5 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 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: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 3-5-0 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) 5=414/0-5-8,4=56/Mechanical Max Uplift4=-27(LC 3) Max Grav5=414(LC 1),4=98(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-264/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)180 lb down at 0-0-12 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). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 4-6=-8,1-3=8O , �Ep P} ppt Concentrated Loads(Ib) Vert:1=-180(F) �Nc"t NE-,e. bio 89782PE17 ` low OREGON '•/.6, 11- 1.9.4.�qRY 1524Q. MAUL R�� , EXPIRES- 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,02/16/2015 BEFORE USE. I Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. MN Applicability of design parameters and proper incorporation of component isresponsibility of building designer-not truss designer.Bracing shown .. _-- -. isfor lateral support of individual web members only.Additional Temporary bracing to insure stability.during construction is the-responsibillity of the fabricafion qualityerector. licontrol,storage,delivery,erection anermanent bracing of the overall d bracing, onture is the �ot responsibility Que'Bly Criteria,DSB-89 and SCSI Bu0ding Component designer.For general guidance regarding � �� Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 nitrite Haighrq(A asntn Symbols Numbering System �► General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 Center late on oint unless x,y 64-8 4 8 dimensions shown in ft-in-sixteenths p 1 I (Drawings not to scale) Damage or Personal Injury offsets are indicated. Dimensions are in ft-in sixteenths, .. Apply plates to both Sides Of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,Is always required. See BCSI. TOP CHORDS cr_2 c23 2. Truss bracing must be designed by an engineer.For T :, wide truss spacing,individual lateral braces themselves 0'/16 4 may require bracing,or alternative Tor I p bracing should be considered. O O 3. Never exceed the design loading shown and never 2 _� U U stack materials on inadequately braced trusses. 0 0- O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c'-� c•� cs-6 designer,erection supervisor,property owner and BOTTOM CHORDS all other Interested parties. plates 0 r from outside 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 AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in THE LEFT. COnneCfOr plates. 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. 8. Unless otherwise noted,moisture content of lumber SOtIWa�e Of Upon fegUest. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressy noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. / Indicated by symbol shown and/or m 13.Top chordsust be sheathed or purlins provided at output. Use T or I bracing by text in the bracing section of the spacingindicatedmt design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. ( nuMnmSberze shown i5 for crushing Only. 18.Use of green or treated lumber may pose unacceptable ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review porti ( words ANSI/TPI1: National Design Specification for Metal env picturealls)bonseforeof use. thisdesign Reviewing frontpicturesback,alone Plate Connected Wood Truss Construction. Is not sufficient. DSB-89: Design Standard for Bracing. at 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, e ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 REG° I $ �` ® CONFORMS TO DESIGN CONCEPT 25=0' 0 CONFORMS TO DESIGN CONCEPT WITH � ' 22=0. REVISIONS AS SHOWN ION a ?O1 I ElNON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN KUNI D FOR GOIERAL CONFORM/Oa +9 t"'•,3� g WITH THE DESIGN CONCEPT ORLY NEW DOES NOT RELIEVE THE I t\ ..-_V. G Y'� FABRICATOR/YEAT0R OF RESPONSIBILITY FOR CONFORIIJICE WITH'NE 4.A, Imo, ION O DESIGN DMIIIIGS, AHD SPECIFICATIONS ALL OF**:ICN RAVE PRIORITY CI p ��" 1111.. = DYER THIS SHOP SEASONS. �, !!� fy y: Arnold R.Solomon Date:January 26.p15 C T ENGINEERING INC . r a 4. r wu:zw r Z~N r 4S N 1/L �y OLLw" pi F- SJ1s 1- ,,' YI 1 3111 m 8. 0 ........ lit $1122 �L1 n 1.11 $J2 3 0 g_i< Y I— n sn I- a ,..:4,0.11., o = old V z z vWi .--rw y 000 1/4-1 o1 OV O W u9a00 = /�,�/r�� z z Il' r'52$ .44 • c C7 w 1 Gi m V/ VI L.9 K 2'm c 7 I— w win G CW Z uOQv<s j 0 Do a oW , O IG z N 1n z12 0 q h y 'Q IL 2 2Z z 28o,"-FAQ ad �y ae ac 0 0 3 =u, m 2.Il u. V1 a o22*. ,� `: 0 o Wocc 0 p�080 .ft�r i Cor.-' Ji \�►. .; 1111.1 h •— .2 144 114 F 12:12 2.7 J kin ' 1e ' kilt) (2) Pr 1215 di J5 12: e_ 1111 AO ili r .MINIAIMIET ri,v,,, rr J9 sp!�/All. A. ►� .2 a El%//%ll �v r#4 .,.!!�\ J1 1111INIOrL — �1 - ba A b• 1�� 4,` , 2 2 's' 2 126 5 '••`_ ENTRY RIGHT WTD" •24'I 11'41/2 2-8'I 9'.5 1/2' 28`47' 1 15'4Ul k. / / / g; •Copyright CompuTrus Inc.2006 BUILDER: I ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW ./ 01/26/15 ; a,L�,� PROJECT TITLE REVISION f: ENGINEERED STRUCTURAL VDRAWINGS FOR ALL FURTHER 7-D NH KD BUILDING DESIGNER/ENGINEER OFRECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2 TO TRUSS CONNECTIONS.BUILDING 7 / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO TRUSS COMPANY O M P A N Y , REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE REV/S/OM3: DESIGNS PRIOR TO CONSTRUCTION. 1111 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. S NA ® CONFORMS TO DESIGN CONCEPT 22-01I I ❑ CONFORMS TO DESIGN CONCT WITREVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIE000 FOR GOERAL GONFORIIAIICE WITH TRE VISIGN CONCEPT ONLY AND DOES HOT RELIEVE THE FFBRICATON!VENDOR OF RESPONSIBILITY FOR CONFDPIRNCE WITH THE 1111E i It INN DRAWINGS ME SPECIFICATIONS ALL OF NHICH HAVE PRIORITY a. DV R THIS SHOP DRAMS. h5 / h By Arnold R.Solomon Date:January 26.2015 : r CT ENGINEERING INC C i 4. i v i ox ul fn Si v Al sJt LL .y All ~ o� .- / , • WL F m V¢j0 I, W W W =LZ O P W .�l r W 0 O V T' Z Z N Sa2'9 DC /y o 00 W BQ 4 Q 4C °C 1..0 UwoItiga— \ iii r7i t0 DCWZO�3Y ~ a 3 0 Oi in Op z =f�g,na m Q Z O o i x JR 12.11 2 2:'^ z `1RB2�'a r� w r C ccp O 3 zci4 m (� P21 AR _ oo_ u �z 4x LL LL Vl p V' y U1 L O O W O Op!i.>O 7 U U OC Z y 6_ �3 r� I, $ r ji D ❑ ❑ -3LLoa TR a W 12:t _ J2 J3 A (5) 0 J4 b I 4i 00 fp, )6 A )6 1g)L: NIP 12:12 Ni { r. r A IP 411 im p p'//. J1C e A ,FIF, .0111 J Ar 140,0, IwrorAnii r 1;01IF Li _ _ .ii . bilrigrit LW/!Erik IFi�I ba }- N ■III Eraa ENTRY LEFT .. 4114 I9%51/r INT 11.81? I . 19'41/2' . O Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 01/26/15 TO nxP1AOEMENT u SCALa°uYTIONNSSAD ENGINEERED STRUCTURAL PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BOFIWG 7-D N H KD Z-PORCH ESPIBLEDESIGNER/ENGINEERALL RECORD-TRUS ■ RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-r TO TRUSS CORW�ECTIONs.BUILDING DESIGNER/ENGINEER OF RECORD TO r 7 I CHECKED BY: REVIEW AND APPROVE OF ALL Q O Sp A N Y DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. A T i U S C 0.11"-V All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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 SCSI,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). I Oft 41, '.vi 0 4fr * 4i, � 4- w : 47.,., d w—,s:#d 10/1/ 14,+1.. EXPIRES 6C ct l5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 # LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 80 2- 8=(-730) 1897 3- 8=( •170) 250 TC: 2x4 KDDF 16BTR; 2- 3=(•2843) 871 8- 9=(-858) 2138 8. 4=( •85) 788 2x6 KDDF 16BTR 12 LOADING 3- 4=(-2678) 900 9.10=(-842) 1513 8- 5=( -474) 371 WEBS: 2x4 KDDF STAND; BC: 2x6 KDDF STANDLL = 25 PSF Ground Snow (Pg) 4- 5=(-1856) 693 5. 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+OL( 14.0)= 64.0 PLF 0,- 0.0' TO 8'• 0.0' V 5- 8=(•1911) 738 9- 8=( •181) 1158 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'• 0.0' TO 24'- 8.5' V 8- 7=( -128) 150 8.10=(-2571) 1014 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'• 0.0' TO 24'- 8.5' V 10- 7=( -394) 273 BC LATERAL SUPPORT <= 12'OC. UON. TO CONC LL( 488.7)+DL( 190.7)= 597.9 LBS @ 8'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -647/ 2486V -175/ 306H 5.50' 3.98 KOOF 825) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'• 8.5' -984/ 2651V 0/ OH 5.50' 4.24 KDDF ( 625) = THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. )COND. 2: Design checked for net(-5 5sfl uplift at 24 'oc spacing.! OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, T1=1/180 Connector plate prefix designators: MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.003" @ .1'- 0.0' Allowed = 0.133' M,M2OHS,M18HS,M16 = MiTek MT seriesMAX LL DEFL = -0.059' @ 13'- 3.8" Allowed = 1.190' MAX TL CREEP DEFL = •0.118" @ 13'- 3.8" Allowed = 1.588' ** For hanger specs. - See approved plane MAX HORIZ. LL DEFL = -0.023" @ 24'- 5.0' MAX HORIZ. TL DEFL = 0.035• @ 24'- 5.0' 7-11-11 16-08-13 1' T 4' NOTE: Design assumes moisture content does 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 not to exceed 194 at time of manufacture. 597.30# T Design conforms to main windforce-resisting 12 system and components and cladding criteria. M 4x6 -M-6x6 7M-6x6 M-3x6 12.00 Wind: 140 mph h.23.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, ) -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS Dir , ao = load duration factor=1.6, �� e� lie 7< Truss designed for wind loads in the plane of the truss only. M 1.5x3 c 0 0 00 M u; dl 1g*e _, . 8 O M-3x6 M-3x8 0.25" M-4x6 M-7x8(S) . y y y 7-07-08 8-05-10 8-07-06 1-00 24-08-08 <r0 PROF Scale: 0.2399 sea' �' G(N Fs�/0 JOB NAME: 7-D POLYGON 7-D NH - Al1t5/ .r WARNINGS: GENERAL NOTES,unless otherwies noted: ��, �g2o�PE r' 1.Builder end erection contractor should be advised of a1 General Notes 1.This design Is based only upon the parameters shown and Is for en indvkluel / Truss: Al and War before construction commences. building component Applicability of design parameters and proper �- / ^� incorporation of component Is the responeldNy of the hulking dsigner. / 2.2x4 compression web bredng must be Inataled where shown+. 2.Design assumes the top and bottom chords to be laterally braced at � ' 3.Additional temporary bredtg to insure aledlly during construction 2'o.c.end at 10'o.0.respectively unless braced throughout their length by ,,s'�AR"' DES. BY: MJ Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheatNng(TC)and/or drywallC). ! _ Q DATE: 9/15/2014 4.No load should be applied to enemy component until after ell bbility of the building �rader.ng and 3.(note.sonbridging of truss Is the re responsibility dNN of the uired espy a here comnctor. y� 4 OREGON��4: 4,/SEQ. : ,/SEQ. : 6060779 fasteners are complete and et no lime should any bads greater then 5.Design assumesassumestrusses are to be used in a noncorrosive emironmenf 4% .41),)•• 4 ed� TRANS I D: 408182 design beds be tippled to any component and are for"dry condition"of use. f- 5.CompuTras hes no control over and sesames no nattily for the a Design ^es NN bearing at all supports shown.Shim or wedge if necessary. �� .�� tebriceeon,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. e.This design is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of trues,and placed so their center n Ines ndde with IIIIII 11111 11111 11111 ILII VIII 11111 ISI(III MTITPek USA,Inan lCompuTrua I,copies of Ich will be Soflware 7 8.8(1 L))•E request. 1nt center Ines. 0.Digits w baindicate conn ctorof dpplplate design values see ESR-1311,ESR-1555(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' TC: 2x4 KDDF M1&BTR; LOAD DURATION INCREASE = 1.15 IBC 2012) MAX MEMBER=(-5 FORCES) 2 8°) -205).20 2x6 KDDF 81&BTR T2 SPACED 24.0' O.C. 2- 3=(•1286) 370 8-. 9=(•423) 881 2- 3=( -205) 200 BC: 2x6 KDDF H1&BTR 2- 3=(•1086) 404 9. 9=(-423) 891 8- 3=( -105) 453 WEBS: 2x4 KDDF STAND; 3- 4=( 0) 0 9.10=(•300) 839 8- 5= -289) 90 LOADING 3. 5= 238 2x4 KDDF STUD LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -789) 324 9- 6= -118) 556 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -127) 149 6.10=(-1049) 378 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 10. 7=( •157) 90 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BflACING AT 24'OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -184/ 1045V -165/ 291H 5.50' 1.67 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'• 8.5' -179/ 1078V 0/ OH 5.50' 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 Gist) umlift at 24 'oc spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.028' @ 13'• 3.8' Allowed = 1.190' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.049' @ 13'- 3.8' Allowed = 1.586' 9-11-11 14-08-13 MAX HORIZ. LL DEFL = •0.011' @ 24'- 5.0' ( MAX HORIZ. TL DEFL = 0.016' @ 24'• 5.0' 3-11-08 3-09-12 �2-02-07� 3-04-02 5-06-09 5-10-01 NOTE: Design assumes moisture content does T T . not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 8-00 system and components and cladding criteria. T T 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 12.D07 load duration factor=l.6, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 IPAIrTi M-1.5x3 -4- (4 .1 lill 0 0 o'n co 0 d", !IUMEMMIIMEMMEMMEW6IMMEMMEMMEMEMMENMANIMMEMMEMEMMEMEMMEPA o M-3x4 M-3x8 0.25"e **10 M-7x8(S) M-3x4 i, y y y 7-07-08 8-05-10 8-07-06 y y 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A2 OD PRQ'`Ess Scale: 0.2111 Cj ! GINS /� WARNINGS: GENERAL NOTES,unless otherexse noted: ;4� `�1( /(-J- 1.Builder and erection contractor should be advised of a9 General Notes 1.T 4 his design Is based only upon the parameters shown and is for an individual '92 S p E 1•'" Truss: A2 and Warnings before construction compressioncommences. building component Applicability of design parameters and proper ///// 2.2x4 web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. .' DES. BY: MU 3.Additional temporary bracing to Insure stability during construction Y.Design assumes the top and bottom chords to be laterally braced at b the responsibility of the erector.Additional permanent bracing of continuous2' sheaa Etc.0' respectively such as plply unless eheeatNdngT C)and%oor d liywat C)). ./f`!e.. �' DATE: 9/15/2014 the overaa structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! (� 4.No bad should be applied to any component until after lig bracingand 4.Installation of truss is the responsibility of the respective contractor. (v SEQ. : 60607 80 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, fix. A_OREGON design loads be applied to any component, and are for"dry condition"of use. / TRANS I D: 408182 5.CompuTnre has no control over and assumes no responsibility for the 8•Deign assumes hill bearing at all supports shown.Shim or wedge N '� 14 2 „v..° fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /�'a R 1 JM\,• v IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both Taos of truss,end placed so their center I TPI/WTCA in BCSI,copies of which wil be furnished upon request. Roes coincide with Joint center Ines. MITek USA,Ina/CompuTrus Software 7.6.6(1L)-E 10.For bassicc connectorplatef design valuee.ee ESR-1311,ESR-1688(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1. 2=(•1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5.10=(0) 279 BC: 2x4 KDDF 116BTR SPACED 24.0' O.C. 2- 3=( -871) 603 7. 8=089) 936 2- 8=(-476) 334 WEBS: 2x4 KDDF STAND 3- 4=( -589) 509 B- 9= •57) 600 8- 3=(-340) 392 LOADING 4- 5=( -874) 804 9.10=)-216) 789 8- 4=(-189) 177 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1224) 489 10- 6=(•215) 791 4- 9=i-197 401 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9. 5=(-480) 337 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'00 UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) ALL FLAT TOP CHORD AREAS NOT SHEATHED0'- 0.0' -162/ 1038V -302/ 302H 5.50' 1.66 KDDF ( 825 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5' •182/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 pati uplift at 24 'oc spacing.) M,M20HS,M18HS,M18 = MiTek MT series C,CN,CI8,CN18 (or no prefix) = run, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.032' @ S:13'. 1.8' Allowed = 1.190• ** For hanger specs. - See approved plans 11-11-11 0-0 9-0f 2 11-11-11 MAX TL CREEP DEFL = -0.055' @ 13'- 1.8" Allowed = 1.586' MAX HOAIZ, LL DEFL = 0.017' @ 24'- 3.0' T 6 02-08 T 5-09 03 0-10-09 5. 07-12 1' 6 02 08 f MAX HORIZ. TL DEFL = 0.026' @ 24'• 3.0" 12 12 NOTE: Design assumes moisture content does M-4x6 M-5x6 \12 00 not to exceed 194 at time of manufacture. 12.00 ��_`� system andfcomponento siandicladdingrcriteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. M•3x4 M-3x4 Allillik\ ' A1411111611. co co I(,o C 141, ...!1=1. 11111111, 00111M111 .6MIWPA T 'A1 , U'7 o *NM-3x4 M-1.5x3 80.25 M-11.05x3 M-3x46 0 M-5x8(S) M-3x4 1, b .1 /, y 6-00-12 y 5-07-12 1-05-04 5-06 6-00-12 y b 24-08-08 ��t0 PROF64' JOB NAME: 7-D POLYGON 7-D NH - A3 Scale: 0.2110Cb t i� r. 57/9 'dam WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the peremeters shown end Is for an Individual Q. 2,s PE Truss: A3 and Warnings before construction commences. building component Applicability of design parameters and proper // 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the reepoelbiaty of the building designer. Air 2.Design assumes the top and bottom chords to be laterally braced et 3.Additional temporary bracing to Insure stabiHy during construction 2'o.e.end at 10'o.c.respectively unless braced throughout their length by ,.f'!� DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheetbing(TC)andlor drywaa(6C). DATE: 9/15/2014 the overall sbudure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ,(V4. SEQ. 60607 81 4.No load should be rippled to any component until alter as bredrrg end 4.Installation of truss Is the responsibility used the respective contractor. fasteners aro complete and et no time should any bads greeter than 5.Design assumes trusses aro to be cued In anon-eorrosNa environment, 9 A. 10 4k. 14 2P 14..4 .4 design beds be applied to any component end aro for"dry condWon"of uss. TRANS I D: 408182 5.Compuit s hes no control over and assumes no responsibility for the 8.nDee elggaryumee fug bearing at ail supports shown.Shim or wedge Ifb 1� n fabrication,handing,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. �n R`t- v .8.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of tons,and placed so their center MI VIII IIII VIII VIII VIII Fill IIII TPINVICA In SCSI,codes of which vAll be MIT A,lnc.CompuTrua SORWBre 7 furnished 8(1 L )-En 9.0.Fonter Ines. ur basic Indicate lines colndde dplatnt edesign values see ESR-1311,ESR-1888(MITeW of EXPIRES:12/31/201b IIIIIIIIIIIIIIThis design prepared from computer input by PPZIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 414 1- 9=(-347) 821 2- 9=(-273) 253 7.14=(.1323) 435 BC: 2x4 KDDF #11BTR SPACED 24.0' O.C. 2- 3=( -981) 465 9.10=( -5) 16 9- 3=( -68) 342 14- 8=( -114) 68 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10-12=( 0) 0 9.11=(.179) 642 LOADING 3- 6=( -633) 404 11.13=(-350) 957 3.11=(-101) 112 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 8=( 0) 0 13-14=(-346) 963 6.11=) -13) 316 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1029 415 10.11=) 0) 52 TOTAL LOAD = 42.0 PSF 7- 8=( -48) 56 11- 7=(-380) 185 7-13=( 0) 257 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -228/ 1045V -234/ 282H 5.50' 1.67 KDOF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5' -220/ 1031V 0/ OH 5.50' 1.65 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for nett-5 0sfl uplift at 24 'oc spacina.l M,M2OHS,M18HS,M16 = MiTek MT series 0-09-02 1`1' VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 11-11-11 0-09-02 8-06-11 3-05 MAX LL DEFL = 0.038' @ 14'- 8.5' Allowed = 1.190' MAX TL CREEP DEFL = -0.058' @ 14'- 8.5' Allowed = 1.586' 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01.08 MAX HORIZ. LL DEFL = -0,016' @ 24'- 5.0' T T 1' 1' 1' T 1' i' MAX HORIZ. TL DEFL = 0.025' @ 24'- 5,0' 10-00 NOTE: Design assumes moisture content does T not to exceed 19% at time of manufacture. 12 M-5x6 12 Design conforms to main windforce-resisting 12,00 17 M-4x6 N 12.00 system and components and cladding criteria. Wind: 140 mph h=25.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, ers_�A p et......., ,,k Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-5x10 M-1 5x3 N O es M O ,n _ _��.a� n ti M 1135x3. e14 1 o ` M-3x4 M-3x8 M-1�5x32 Q M-3x4 M-5x8 ). y y y ), y y 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 , y y y 15-01-12 yy9-06-12 y y 16-01-08 0-11-12 8-07 y 24-08-08 ,t,0 PROF JOB NAME: 7-D POLYGON 7-D NH - A3V Scale: 0.1619 ,�5.<<, G(N ss, 451 ```1111 WARNINGS: GENERAL NOTES,unless otherwise noted: 'fir, cti92! . _ 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual CC' 7 92 e 45 P E Truss: A3V 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 bulking 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: MJr oto.and at 10'rte.respectively unless braced throughout their le by llieda" Is the responsibility of the erector.Additional permanent bracing of n ,,��_ continuous sheathing such as plywood ng(TC)and/or drywrop C). DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A Cr C o 4.No load should be applied to any component until after al bredng and 4.Instalation of truss Is the responsibility of the respective contractor. "j7 OREGON 4., SEQ. : 6060782 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L. 4, Ntu design loads be applied to any component 8.Design assd are umes lop b oadn0 atof e.supporta shown.Shim or wedge U /� 14 4 Q,�. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the n.ceasery. R F3 fabrication,handUng,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. F O. 8.This design Is furnished subject to the Irritations set forth by B.Plates shall be located on both faces dims,and placed so their center I Milli IIID Alli VIII VIII VIII VIII III IIIITPIAWfCA in SCSI,copies of which will be furnished upon request linescdndds with joint center Ines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'• 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 198 BC: 2x4 KDDF M16BTR SPACED 24.0' 0.C. 2- 3=( •981) 378 7- 8=( -3) 16 7- 3=( -83) 343 5-11=( 0) 257 WEBS: 2x4 KDDF STAND 3- 4=( •633) 341 8.10=( 0) 0 7- 9=(-124) 837 5.12=(-1323) 341 LOADING 4- 5=(-1029) 321 9-11=(-282) 957 3- 9=( -88) 98 12- 6=` •114) 88 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=( -48) 56 11.12=(-278) 963 4- 9=( -25) 316 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9=( 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -151/ 1045V -233/ 281H 5.50' 1.67 KDDF ( 625) _____ __nn BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'• 8.5' -144/ 1031V 0/ OH 5.50' 1.85 KDDF ( 825) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for netj-5 Dsi) uplift at 24 'oc spacinu.l Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS (16 no prefix) = riesuTrua, Inc MAX LL DEFL = -0.031' @ 14'• 8.5' Allowed = 1.190' M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.058' @ 14'• 8.5' Allowed = 1.586' 9-11-11 4-09-02 6-06-11 3-05 MAX HORIZ. LL DEFL = 0.015' @ 24'• 5.0' MAX HORIZ. TL DEFL = 0.025' @ 24'- 5.0' 5-00-12 4-10-15 4-09-02 6-10-03 3-01.08 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 M-5x6 M-4X6 12 Design conforms to main windforce-resisting 12.00 V \12.00 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCOL=8.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8 Truss designed for wind loads in the plane of the truss only. M-1.5x3 r a\ I .5x10 M•1.5x3 N O l0 c teim 7 8 1g c M-111 5x3 M-3x412 O M-3x4 M-3x8 M-1.5x3 O M-5x8 y fr 9-08-08 y 5-03-08 1- fr y y 01-08 5-03-12 3-03-04 y 15-01-12 y y 9-06-12 y 16-01-08 0-11-12 8-07 y y 24-08-08 '`�Q`t0 PROP . JOB NAME: 7-D POLYGON 7-D NH - A4 Sale: 0.2028 Ilf'NE� w 1p WARNINGS: GENERAL NOTES,unless otherwise noted: 44 11 �.FE r 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the perimeters shown and s for en Individual and Warnings before conetruceon commences. building component.Applicability of design perimeters end proper -Truss: A4Incorporation of component Is the responsibility of the building designer. ./r 2.2x1 compression web bracing must be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced et 3.Additional temporary bracing to insure stabllty during construction 2'o.a and at 10'o.e.respectively unless braced throughout their length by 41,41051.P.DES. BY: MJ is the responsibility of the erector.Additional permanent taadng of continuous sheathing such as plywood aheetNng(TC)and/or drywal(BC). r= Q DATE: 9/15/2014 4.N bed should be tippled toverall endure is the o responsibility component until after aN briding and 4.installation offtruce s lade responsibility of required ee re ere cont actor. ,/�OREGON b, tti SEQ. : 6060783 fasteners are couplet end at no time should any loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, �A '�J,�1` 7 4 ZOO` F<� and are for"dry condition"of use. design loads be no controllied to any component S.Design assumes NN bearing at an supports shown.Shim or wedge if ` TRANS I D: 408182 5.CompuTrus hes no over end assumes no ro.paeslaRy for the necessary. MFR RAIL. i fabrication,handing,shipment and Installation of component. 7.Design assumes adequate drainage la provided. 4 S.This design Is furnished subject to the imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPIIVYTCA In BCSI,copies of which will be furnished upon request. 9 /Digit iinndicaate with e of plate Iint n inches. MITek USA,Ina/CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plat design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIII I II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24.08.08 STUB HIP SETBACK 8-00-00 FROM END WALL TC: 2x4 KDDF #168TR; LOAD DURATION INCREASE 1,15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x6 KDDF #16BTR T2 1- 2=(-2933) 926 8-1- 8=(•683) 1898 8-2- 8=(-167) 242 10- 5=( 0) 516 BC: 2x6 KDDF #16BTR LOADING 2- 3=(-2768) 956 9=(•805) 2259 3=(•169) 908 6.12=(•1583) 627 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow P 4-3- 4=(-1918) 729 O-11=( -24) 63 8- 4=(-887) 402 6-12=( 0) 404 2x6`KDDF #2 A l @) 5- 5=(-2289) 926 10-12=(•817) 2264 9- 4=(-180) 229 12- 7=( -571) 1777 TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'• 0.0" TO 8'. 0.0' V 5- 8=(-1385) 581 12.13=( -56) 99 9-10=(-791) 2222 7.13=(•2679) 915 TO LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 125.0)+DL( 35,0)= 160.0 PLF 8'• 0.0' TO 20'• 4,5' V 6- 7=(-1999) 733 4-10=( •85) 19 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 20'• 4.5' TO 24'- 8.5' V 11.10=( 0) 126 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'• 0.0' TO 24'- 8.5' V TC CONC LL( 488.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED WIG AREA ,7)+DL( 130.7)= 597.3 LBS @ 28'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 468 ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -632/ 2442V -176/ 229H 5,50' 3.91 KDDF 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5' -870/ 2757V 0/ OH 5.50' 4.41 KDDF 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND. 2: Design checked for nett-5 Dail uolift at 24 "oc spacin0,l M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 a MAX LL DEFL = -0,062' @ 11'• 11,4' Allowed = 1,190' •* For hanger specs. See approved plana MAX TL CREEP DEFL = -0.125' @ 11'- 11.4' Allowed = 1.586' 7-11-11 12-05-02 MAX HORIZ. LL DEFL = 0.026' @ 24'• 5,8' '( 4-03-11 MAX HORIZ. TL DEFL = 0.042' @ 24'- 5.8' 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 4-01-04 NOTE: Design assumes moisture content does 12 ,1597.30# 1' T '€97 30# ( not to exceed 19W at time of manufacture. 12.00 M-4x6 M-3x8 M-3x4 M-4X6 12 system andforms componentsin andicladding rcriteria. 12.00 /IPIh Wind: 140 mph, h=23.2ft, TCDL=42,BCDL=6.0ASCE 7.10,(All Heights), Enlosed, Cat.2, Exp. , MWFRS(Dir), oad duration tactor=l,6, Trues designed for wind loads in the plane of the truss only. M-1.5xui c coilliffMINImmilimmmm -, o ''10 c 12 13 .. "� B M-3x10 M-3x4 M-3x6 M-3x8 M-7x8 M-7x8 0 M-1.5x3 1, J, J., ), ), y 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 y y 16-01-08 8-07 y 24-08-08 y JOB NAME: 7-D POLYGON 7-D NH - A5 �(c.ss PROF ss Scale: 0.2354 �`5 GI[NE wA A5 WARNINGS: GENERAL NOTES,unless otherwise noted: v��a7/ v"`' Truss: A5 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4Z _92 I•P E { and Warnings before construction commences, buildingco 2.2x4 compressionIncorporation component component is lity responsibility dppaoft a and proppesr I,I0 alt aryb rad gg inst re s rabft yd wring shown+. potation of Is the dstoof the buiking designer. DES. BY: Md 3.Additional temporary bredrrg to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the respomiblaty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Air ► DATE: 9/15/2014 the overall structure is the res d camm�uous sheathing such as plywood sheathing(TC)and/or drywal(BC). `'e 4.No load should to a P mY of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ s/ �, SEQ. : 6060784 applied to any component until after am bracing and 4.Installation of trues la the responsibility of the respective contractor. -yam e OREGON 4((/ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosve environment, Ff TRANS I D: 408182 design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at a1 supports shown.Shim or wedge if <^ 14 2 fabrication,handling,shipment and Installation of components, necessary. adequateprowl V p[� �i S.This design Is furnished subject to the Irritations set forth by 8.PPllattesnshall bebeassumes both faces of trust end placed so their center � `�r�`�`' V 111111110111111111TP�S �nfurnished ^raqueM MITeklAlna CmpuT a 3oRwaf9 7,8.6L)Elines ca size of invel. hnesfdesign inches. see ESR•1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16.06.08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; 18-08-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 18-00.00 1- 2= 0) 80 2.10= -738) 2882 10- 3= -710 2860 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=)•4126 1118 10-11= -1680 6298 10- 4=(-4236 1214 2x6 KDDF #11&BT T2 4- 4= -2882) 1848 12-12= -2414 798 11.12. ` 9176 1 9178 4.11° •3484 4 2220 220 BC: 2x124KDDF T1NDTR LOADING WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 5. 6= •7884 2142 13.14= •1962 7540 12. 5= -514 2462 b, 8. 7= •402 1066 14- 8= •980) 4028 5.13= •1744 460 TC LATERAL SUPPORT 72 12'OC, UON. IC UNIF LL 50.0 +DL 14.0 - 84.0 PLF 0.0' TO 3'- 5.0' V 7- 6= -5746 1498 13- 8= -514 2352 BC LATERAL SUPPORT 72'OC. UON. TC UNIF LL 87.7 +DL 19.01= 88.7 PLF 3'. 5.0' TO 13'• 1.5' V 8- g= 0 80 6-14= -4354 1242 TC UNIF LL 50.011+DL 14.0 = 04.0 PLF 13'• 1.5' TO 16'• 6,5' V 14- 7= -970 3776 BC UNIF LL 0.0)+DL 27.1)= 27.1 PLF 0'- 0.0' TO 16'• 6.5' V NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL 283.9)+DL 193.0)= 478.9 PLF 9'- 0.0' TO 18'- 0.0' V BEARING MAX VERT MAX HORZ BRG REGUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 68.8)+DL 19.3 - 88.1 LBS @ 3'- 5.0' LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TC CONC LL88.8)+DL( 19.3 = 88.1 LBS @ 13'• 1.5' 0'- 0.0' -888/ 3255V -73/ 73H 5.50' 5.21 KDDF ( 625) OVERHANGS: 12.0' 12.0' ADDL: BC CONC LL+DL= 27577.0 LBS @ 8'- 0.0' 16'- 6.5' •1289/ 4971V 0/ OH 5.50" 7.95 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IGOND 2 Design checked for nett 5 osf) uplift et 24 'ac sgacinc I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L 1240, TL=L/180 Y,Y20HS,Y18HS,M16 = Welt MT series BOTTOM CHORD CHECKED FOR 10PAC LIOE LOAD. TOP MAX LL DEFL = -0.001' @ -1'• 0.0' Allowed = 0.100' CREEP DEFL = -0.001' @ -1'• 0.0' Allowed = 0.133' 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL MAX LL DEFL = 0.059' @ 8'- 3.2' Allowed = 0.781' �� nailsin together 2 ply with 3'x,131 DIA GUN MAX TL CREEP DEFL = -0.155' @ 8'• 3.2' Allowed = 1.042' ' ostaggered at: MAX LL DEFL = -0.001' @ 17'- 6.5' Allowed = 0.100' 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0,001" @ 17'• 8,5' Allowed = 0.133' 9' oc in 2 row(s) throughout 2x6 top chords, TRUSS NOT SYMMETRICAL, 9' oc in 3 row(s throughout 2x12 bottom chords, ORIENTATION AS SHOWN. MAX HORIZ. IL DEFL = -0.011' @ 16'• 1.0" 9`do in 1 row(s throughout 2x4 webs. IA - 2x6 DF #1&BTRI MAX HORIZ. TL DEFL = 0.021' @ 16'- 1.0' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. T 2-07-11 i` 11-03-02 2-07-11 Design conforms to main windforce•resisting T T system and components and cladding criteria. 2-07-11 2-05-15 3-01-10 3-01-10 2-05-15 f 2-07-11 Wind: 140 mpph h=20.5ft, TCDL=4.2,BCDL=8.0, ASCE 7-10 T 188.10# i88.1f0# 12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 12 ♦ M-4X6 load duration tactor=1.� M-4x6 'J 12.00 Trues designed for wind loads 12.00 7 M-3x8 M-3X10 M-3 X8 in the plane of the truss only. 5 .4"• __ T2�_ _I - _ M-5x16 -72-2555::--211T- -- A c„, 4, .... _ ' �t -+- ' -- = I + 9 N‘ c., 12 cl_ - 10 11 12 13 14 a o M-5x16 M-3x8 M-12x14 M-12x14 M-12x20 M-12x14 J. 2757# J. 1, J, 2-05-04 y 2-11-14 2-10-02 /, 2-10-02 2-11-14 2-05-04), )' 1-00 y 16-06-08 1-00 ,to PROPe JOB NAME: 7-D POLYGON 7-D NH - B1 Scale: 0.3524 %1,S1/ `°� l7 1P WARNINGS: GENERAL NOTES,unless otherwise noted: :CC '92 t•P E 1' 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component Applabmty of design parameters and proper r' .�� Truss: B 1 2,2x4 compression web aadng must be installed where shown+, incorporation assumes eofthetp component Is the m chords to of the bulking designer. 3.Additional temporary bracing to Insure stet during conviction 2.Desitin ad at 1 'the top and bottom chords to throughout braced e ly 2'o.c.end a110'o.a respectively unless braced throughoutthelr Is by /�'�" DES. BY: Mat J iso„�p responsibility of the Is the erector.oAdditional of the r ane t ging of 3 continuousI sheathing lateral as p y o d sheat where.and/r dnall C). • rc DATE: 9/15/2014 Impact y OREGON tk w 4.No bad should be tippled to any component until alter al bracing and 4.Design assumes of trues Is the tobe sty of the respective contractor. to. P. 1 OREGON t��SEQ. : 6060785 fasteners are complete and at no time should any bads greater than 5.DesIgn asoma trusses are to be used in a non-corrosive environment, u S design bads be tippled to any component and era ler"dry full be ri of use. TRANS I D: 408182 5.CompuTrus hes no control over end assumes no responsibility for the 6.nD0coum antes Nl beedng at al ss�or s shown.Shim or wedge if 41,..R `+ fabrication,handing,shipment end installation of components. 7.Design assumes adequate drainage is provided. A 1. S.This design is furnished subted to the Irritations set forth by e.Plates shall be located on both faces of buss,end placed so their center shed n Ines coindde with joint center Ines. 111111111111111111 M TekUSA,InCA In SCSI, /CompuTrus Software+7I6.6(1L))-E request 10.Forrbasiindicate connector plate design values see ESR-1311,ESR-1988(MITep In EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 24WR/DDF/C -1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15q BC: 2x4 KDDF H16BTR SPACED 24.0' O.C. .3=( 0) 78 5.6=(-80) 123 3.5=(•268) 113 WEBS: 2x4 KDDF STAND 2.3=( -90) 83 5.6=( 0) 0 3-4=(•134) 32 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL;SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0' 0.0' 1'• 0.0' -124/ 497V •44/ 77H 5.50" 0.74 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -136/ 19V 0/ OH 1.50' 0.03 KDDF 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.0' -52/ 35V 0/ OH 5.50' 0.06 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 ssfl uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 1 .' MAX TL CREEP DEFL = -0.002" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.016' @ 0'- 0.0' Allowed = 0.100' 12 MAX TL CREEP DEFL = •0.021" @ 0'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed o 0.048" 12.00 7 MAX TC PANEL TL DEFL = 0.012' @ 1'- 8.6' Allowed = 0.072' MAX BC PANEL LL DEFL = 0.005" @ 2'• 0.5" Allowed = 0.075' MAX BC PANEL TL DEFL = 0.006' @ 2'- 0.5' Allowed = 0.100' MAX HORIZ. LL DEFL = -0.035" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.042" @ 1'- 10.9" M-1.5x3 4 III NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. r Design conforms to main windforce-resisting Al4 system and components and cladding criteria. 0 w Wind: 140 mph, h=20.2ft, TOOL=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 y in the plane of the truss only. 0 c" 5►' Ills- li8 _,. M-3x4 M-1.5x3 1- y 2-05 ), y y 1-00 3-05 'PROVIDE FULL SEARING:Jts:5.4.61 JOB NAME: 7-D POLYGON 7-D NH - BJ1 Scale: 0.6338 'S'��7`7yGINN,B/[��F/��`�st'1- 1.- Truss: WARNINGS: GENERAL NOTES,unless otherwise noted: 4Ll 1 2.I/ ! 17 1.Builder and erection contractor should be advised of allGeneral Notes 1.Tide design is based onlyupon the parameter,shown and isfor an Individual -C . 92 P E Truss: BJ 1 and Wamings before construction commences. building component.AppNcabiaty of design parameters end proper 2.2x4 compression web bradng 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 bosom chords to be laterally braced at DES. BY: MJ Is the responslbiNty of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their lenpth by DATE: 9/15/2014 the overall structure Is the responsibilitycontinuous sheathing such as plywood sheathing(TC)and/or dryvn(BC) . !"``� of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (t C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6060786 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, ��. 'l/ ZO,�b �� TRANS I D: 408182 design loads be applied to any component 8.Designand are for"dry.con pro: . </01 5.CompuTrus has no control over and assumes no responsibility for the necessary. m supports shown.Shim or wedge if v 14 111, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R i l k 111111111111111111 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPUWTCA In SCSI,copies of which coop be furnished upon request. lines cdndde with jointcaner lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ina/CompuTflla Software 7.O.6(1L)-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 3'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF 616BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.5=(0) 0 BC: 2x4 KDDF 6158TR SPACED 24.0' O.C. 2.3=(-154) 88 3.4=( -44) 0 IC LATERAL SUPPORT c= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. MON. 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' 6.7' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -22/ 309V -58/ 170H 5.50' 0.49 KDDF ( 825) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pp) 3'- 2.2' 0/ 41V 0/ OH 5.50' 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.0' -130/ 141V 0/ OH 1.50' 0.18 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 oaf) uplift at 24 'oc soacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.000' @ 3'- 11.7' Allowed = 0.058' MAX TL CREEP DEFL = -0.000' @ 3'. 11,7' Allowed = 0.074' 12 MAX TC PANEL LL DEFL = 0.027' @ 2'- 1.4' Allowed = 0.283' 12.00 ' MAX TC PANEL TL DEFL = 0.028' @ 2'- 1.4" Allowed = 0.426' MAX HORIZ. LL DEFL = -0.001' @ 3'. 4.3' 6 MAX HORIZ. TL DEFL = -0.001' @ 3'- 4.3' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting nr system and components and cladding criteria. c Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8, Truss designed for wind loads in the plane of the truss only. c3 0 o o -/o 1.--=-1.1 ��5 M-3x4 y y , )' 1-00 3-05 0-06-11 (PROVIDE FULL BEARING:Jts:2.5.31 ��Q,,O PRQ,cFss JOB NAME: 7-D POLYGON 7-D NH - BJ2 Scale: 0.5806 tiG)N� 4O GENERAL NOTES,unless otherwise noted: .�� .. 11�� , WARNINGS: o t-L r IP 1.Builder and erection contractor should be advised of a1 General Notes 1.The design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component.Applicabily of design parameters end proper i; Truss: BJ 2Incorporation of component Is the responsidity of the buildng designer. +' 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'0.0.end at 10'o.c.respectively unless braced throughout their length by /'".® DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaxec). DATE: 9/15/2014 the overall structure N the respondhilty of the building designer. 3.2x Impact bridging or lateral bradng required where shown*+ y7 OREGON A �f/ SEQ. : 6060787 ir 4.No load should be rippled to any component until alter e1 bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7, '�J�Y N �� fasteners are complete and at no time should any bade greater than 5.Design assumes tnnses are to be used In a noncorrosive environment, design loads be applied to any component and are for"dry full bearing of use. TRANS I D: 408182 5.Conpulrus hes no control over and assumes no rasponslbiety for the 6.Design assumes NI bsadng at all support shown.Shim or wedge If b/br� `` QyP ary fabdcaeon,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. A rll M� 6.This design Is furnished subject to the Irritations sat forth by e.Plates shall be locatedonboth Potts of truss,and placed so their center -111111111111111111111 MTITG USA,lncJCompuTrus Software 7.8.8(1 L)E inquest lines coindde with joint center lines. 0.Digits bbaindicate ic co necto of fphts desinches. gn va es see ESR-1311,ESR-1988(dITeq EXPIRES:12/31/2015 I JIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1.2=( 0) 80 2-5=(0) 0 2.3=(•301) 249 3.4=( -76) 51 TC LATERAL SUPPORT <= 12.00, UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD e 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators; LL 25 PSF Ground Snow (Pg) 0'. 0.0' -15/ 302V -90/ 224H 5.50' 0.48 KDDF ( 625) Connec 8,CN18 (or no prefix) = CompuTrus, Inc 3'• 2.2" 0/ 36V 0/ OH 5.50' 0.06 KDDF625 M,Y2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'• 4.3' -187/ 241V 0/ OH 1.50' 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.7' -54/ 74V 0/ OH 1.50" 0.12 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 pull uplift at 24 "Sc 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'• 8.3' Allowed = 0.283" lIl MAX TC PANEL TL DEFL = 0.009' @ 1'- 8.3" Allowed = 0.425" MAX HORIZ. LL DEFL = -0.003• @ 5'• 10.9' MAX HORIZ. TL DEFL = •0.003• @ 5'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture, Design conforms to main windforce•resisting system and components and cladding criteria. aWind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), ,d. load duration factor=1.6, o Truss designed for wind loads ro in the plane of the truss only. co o�uPIFAAIMIIMIMMIMIMM 1-00 3-05 2-06-11 IEROVIDE FULL BEARING•Jts•2,5.3.41 tO JOB NAME: 7-D POLYGON 7-D NH - BJ3 Scale: 0.4587 ��5'c«.9%.j�yG/PNe�4s�io WARNINGS: GENERAL NOTES,unless otherwise noted: 4Gy ((I�/ 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is basad only upon the parameters shown and Is for an Individual a' >92..P E r' 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 bulidng designer. r'" DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction2•Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)by DATE: 9/15/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or dryvrsA C. !tmst 4.No bad should be applied to anycomponent3.2x Impact bol truss or lateral bracing required where shown++ AO (r pegmeshould any all bracing and 4. sigassnumes ofeis theresponsibility tuse othe cooties contractor. 74. AL ofOREGON N S(/ SEQ. : 6060788 Nofasteners are complete and at no time should any loads granter then 5.Design aesumas trusses are to be used In aresilenon-corrosivetive environment, �l 11 TRANS I D: 408182 design loads be applied to any component and are for"dry condition"of use. S.CompuTrus hes no control over and assumes no responsibility for the e•Designnna assumes Ng bearing at all supports shown.Shim or wedge if Q A�g-- 14 2 P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 'r7'`R R`O-.V d so their i IIIIII VIII VIII VIII VIII VIII VIII IIII IIII SMTITPBI SAInBCSI,copies Inc./CompuTrus Software 7.6.6ich MN be (1 L)E request 10.F gir b indicate nndd�ic neiz joint f r pal center I ine design elan ESR-1311sign Is furnished subject to the Irritations set forth by I.Plates shall be located on both faces of truss,and x ESR-1688 centerrcsk) +l n �' EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.6=(0) 0 BC: 2x4 KODF M18BTR SPACED 24.0" O.C. 2-3=(-437) 348 3.4=(•172) 90 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4.5=( •44) 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' 6.7' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -8/ 288V -118/ 302H 5.50' 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'• 2.2' 0/ 31V 0/ OH 5.50" 0.05 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.3' -259/ 323V 0/ OH 1.50" 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.0' -144/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 psfl uplift at 24 'cc spacing.' AND BOTTOM CHORD LIVE Lr. DS ACTS 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 = -0.000' @ 7'- 11.7' Allowed = 0.056' MAX TL CREEP DEFL = -0.000" @ 7'. 11.7' Allowed = 0.074' 0 MAX TC PANEL LL DEFL = 0.007' @ 1'- 10.9' Allowed = 0.283' MAX BC PANEL TL DEFL = -0.005" @ 1'• 9.9' Allowed = 0.167' MAX HORIZ. LL DEFL = -0.005" @ 7'- 4.3" MAX HORIZ. TL DEFL = •0.005' @ 7'- 4.3' 12 NOTE: Design assumes moisture content does 12.00 not to 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, 4 (All g ),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), All duration coo Truss designed for wind loads in the plane of the truss only. i, m a 'iL �� _ -/ o 8 M-3x4 y 1-00 y 3-05 y 4-06-11 'PROVIDE FULL BEARING:Jts:2.6.3.41 �,P�° pwo>t�s JOB NAME: 7-D POLYGON 7-D NH - BJ 4 Scale: 0.3821 w5 f� `��y9 WARNINGS: GENERAL NOTES,unless otherwise noted: �• 'C�'�• E 1'� 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual /F'1�r„r-'~ Truss" BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web brednp must M Insfaasd where shown•. Incorporation of component is the responsibiity of the building&tuner. 2.2x4 Additional s re bird Imus be efabil a during shownNon 2.Design assumes the top end bottom chords to be laterally braced et �' ' temporary ng 2'o.a and at 10'o.a respectively unless braced throughout their length by /,�' DES. BY: Mn la the responsibility of the arador.Additional permanent braving of continuous sheathing such as plywood sheatNng(TC)andfor drywaa(BC). ® rt- DATE: DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x forged bddging or leterel bradng required where shown++ OREGON (1/ 4.No load should be applied to any component until after all bracing and 4.Installation dirties Is the responsibility of the respective contractor. 74. 4��+ '4 N ....A SEQ. : 60607 89 fasteners are complete and at no tiros should any loads greater then 5.Design assumes trusses ere to be used in a noncorrosive environment, c! ti design loads be tippled to any component and ars far"dry condition"of use. V`-. TRANS I D: 408182 5.C us hes no control war and saumes no responsibility for the 6.Designary ores NA heeding n all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. s n 1 t- 8.This design Is furnished subject to the Imitations sat forth by S.Plates shall be located on both faces of truss,and plead so their center III VIII VIII VIII VIII It 11111 IIII IIII kIn newhich furnished upon twat th joint center Ines. MTelilnaCompuT aSotware 7.6.6L)-E 0Flcitenval1 .For Digits connector plate plate Inches. see ESR-1311,ESR-1 988(MITep EXPIRES:12/31/2015 IIIIIII4IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 516BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(•439) 1628 3-10=(-174) 244 BC: 2x6 KDDF kiGBTR 2- 3=(-2523) 714 10-11=(-488) 1766 10- 4=( •68) 697 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2356) 744 11- 8=(-367) 1633 10- 5=(-362) 285 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1622) 580 5.11=(•342) 275 IC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 84.0 PLF 0'- 0.0" TO - 0.0" V 5- 6=(-1831) 584 6-11=( -58) 677 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LLB'125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 14'- 0.0' V 6- 7=(-2367) 749 11. 7=(-173) 245 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0.0" TO 22'• 0.0' V 7- 8=(-2534) 720 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'• 0.0' TO 22'- 0.0' V 8- 9=( 0) 80 NOTE: 2x4 BRACING AT 24'0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+0L( 130.7)= 597.3 LBS @ 8'- 0.0' TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0,0' BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 12.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' •523/ 2249V •217/ 217H 5.50' 3.60 KDDF ( 625) Connector plateprefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'• 0.0" -527/ 2257V 0/ OH 5.50' 3.61 KDDF ( 625) A THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. C,CN,C18,CN18 (or no prefix) = Compulrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net1-5 Ref) uplift at 24 'on spacing,) 7-11-11 6-00-10 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' f f MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0,100' 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX IL CREEP DEFL = -0.003• @ -1'- 0.0' Allowed = 0.133' 597.30# ,1 597,301! MAX LL DEFL = -0.046' @ 11'• 0.0' Allowed = 1.054" 12 MAX TL CREEP DEFL = -0,092' @ 11'• 0.0" Allowed = 1,406" M-4x6 M•4x6 12 MAX LL DEFL = •0.002' @ 23'- 0.0" Allowed = 0.100' 12.00 VM-3x4 N 12.00 MAX TL CREEP DEFL = -0.003" @ 23'• 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5' 't � . MAX HORIZ. TL DEFL = 0.028' @ 21'• 6.5' NOTE: Design assumes moisture content does not to exceed 19's at time of manufacture. 1 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 M-1.5x3 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, .44111111/ 1\11111111110,, Truss designed for wind loads in the plane of the truss only. of o 0 _ oI Ir �B .10 11 o M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 �' G J, y y y 7-08-08 6-07 7-08-08 y y 10-00 12-00 y ), l ' k 1-00 22-00 1-00 JOB NAME: 7-D POLYGON 7-D NH - Cl Scale: 0.2653 ��.IGIN /�c��s(,p��ss/p� WARNINGS: GENERAL NOTES,unless otherwise noted: 4.r - tn�,rrr��✓ ! ! -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 Ct. 7 ,P E r 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 buikeng designer. "' DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.o.respectively unless braced throughout their length by ` e/�" CC DATE: 9/15/2014 the overall structure Is the rescontinuous Sheathing such as plywood sheatdng(TC)and/or drywall(BC). e1 responsibility ofthe nth alt S designer. 4.In Impact bridging truss lir lateral bracing requiredohe where eve o++ - /74. ` ,OREGON f t(/. 4.No load should be ato any mcshoocomponent until anter all bracing and 4.Installation of truss le the responsibility of the respective aenvironment contractor. rG' SEQ. : 6 060790 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �4 design bads be applied to any component and are for"dry condition"of use. /^ TRANS I D: 408182 5.CompuTrus has no control over end assumes no responsibility for the S.Design assumes NA bearing at all supports shown.Shim or wedge if V 14 x�, fabrication,handtog,shipment and installation of components. 7,Design assumes adequate drainage is provided.necessary. MFR ,�� v B.This design Is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,ad placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIrnished upo MTITpekk U A,Inc./Com�puTruIn SCI,coes of`s Softwarech will be b7.6.6(1L)-En ..8 8(1L)En request o sioft center indicate with plate nvel.For basic connector Wate Inches. see ESR-1371,ESR-1888 QdlTeq EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF M15BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-12=(-163) 752 3-120(.196) 181 BC: 2x6 KDDF M16BTR SPACED 24.0' O.C. 2- 3=(-1049) 364 12.13=(-101) 658 12- 4=(-141) 383 WEBS: 2x4 KDDF STAND 3. 4=( -887) 397 13.10=(-191) 652 12- 6=(-172) 130 LOADING 4- 5=( 0) 0 6.13=(-172) 130 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 8=( -585) 338 8.13=(-142) 382 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -565) 338 13- 9=(-196) 181 TOTAL LOAD = 42.0 PSF 7. 8=( 0) 0 8- 9=) -887) 397 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=) 0) 80 = BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED 686 AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -241/ 1038V -220/ 2208 5.50' 1.66 KDDF ( 626) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0' -241/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series !COND. 2: Desian checked for net(-5 osfl uplift at 24 'oc spacing.) 9-11-11 2-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 4-00 3-10-04 1-00-05r 2-01-07 0 3-10-04 4-00 MAX TL CREEP DEFL = -0,003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0,019' @ 11'. 0,0' Allowed = 1,054' MAX TL CREEP DEFL = -0.035' @ 11'- 0.0' Allowed = 1.406' 2-01-07 1-00-05 MAX LL DEFL = -0.002' @ 23'- 0.0' Allowed = 0.100' 8-00 1' T 't' 8-00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0" Allowed = 0.133' MAX HORIZ. LL DEFL = 0.007' @ 21'- 6.5' 12 12 MAX HORIZ. TL DEFL = 0.012' @ 21'- 6.5' 12.00 7 M-4x6 N 12.00 NOTE: Design assumes moisture content does M-4x6 not to exceed 19% at time of manufacture. M- x4 conforms 4"4.2•• ,- . system and components and icladding rcriteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCOL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads AUth M 1.5x3 in the plane of the truss only. CI CI 0 (0 1n 51 0 w 1.1n o ' M-3x4 M-312 x8 M-5x6(S) M-3 x8 M-3x4 .1 c 7-08-08 6-07 7-08-08 J' 10-00 l y 12-00 ,k J , ) 1-00 22-00 1-00 OD JOB NAME: 7-D POLYGON 7-D NH - C2 Scale: 0.2036 „t� GPOPe " ,/0 WARNINGS: GENERAL NOTES,unless otherwise noted: x'2r�s 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual 2.0 P E r C2 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: instaincorporation of component is the responsibility elite building designer. / Y 2.2,4 compression web bracing must be stablity ed where shown+, 2.Design assumes the top and bottom chords to be laterally braced Clage,,, 3.Additional temporary bracing to insure during consWdion 2'o.o.and at 10'o.c.respectively unless braced throughout their lenrgptthh by '� DES. BY: MJ b the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywal(BC). 5. Q DATE: 9/15/2014 the wend structure is the responsibility of the building designer. 3.2x Immppaect bridging or lateral bracing required where shown++ OREGON �/ SEQ. : 6060791 4.No load should be applied to any component until after d bracing end 4.instaaaaon of Wes is the responsibility of the respective contractor. p fasteners are complete and at no lime should any bads greater than 5.Design auumes trusses are to be used in a non-corrosNe environment, -� h'f V, N � TRANS I D: 408182 � design loads be tippled to any component end are for"dry condition"of use. 1 4 5.ConpuTns has no control over and assumes no responsibility for the 6'andnecgn ary.assumes fun beading at all supports shown.Shim or wedge If C�t fabrication,handing,shipment and inshadon of components. 7.Design assumes adequate drainage Is provided. r'1 rl`L`" 6.This design is furnished subject to the imitations set forth by 9.Plates shall be located of poen both faces of buss,and pieced so their center TPIANTCA in BCSI,copies of ch WII be furnished IIIIII VIII IIII VIII VIII VIII II IIII IIII MRe USA,Inc.CompuTru`s Software 7..6 6(1 L En request lines coincide with joint center Ines. 0.FForr basic conned rr plate desigte In n 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 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 KDDF M15818 SPACED 24.0" O.C. 2- 3=(•1094) 254 8- 9=(-52) 551 8- 4=(-249) 614 WEBS: 2x4 KDDF STAND 3. 4=( -987) 431 9. 6=(-93) 715 4. 9=(•249) 614 IC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=( -987) 431 9- 5=(-377) 349 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 254 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 80 OVERHANGS: 12.0" 12.0' TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA C,CN,CIB,CNI8 (lir no prefix) o CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 2'• 0.0' -187/ 1038V 300/ 307H 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 22'- 0.0' 187/ 1038V 0/ OH 6.50' 1.66 KDDF ( 625) 11-00 11-00 ICOND. 2: Design checked for netl•5 sof) uplift at 24 'oc spacinO,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-10 5-04-06 5-04-06 5-07-10 MAX LL DEFL = -0.002' @ •1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 12 12 MAX TLMCREEP DEFL = -0.05AX LL DEFL = 1' @ 7'- 5.1' Allowed = 1.406' M-4x6 MAXLL DEFL = •0.002' @ 23'• 0,0' Allowed 12.00 0.100' 44oe N12.00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' °1 MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5' 111111111111 MAX HORIZ. TL DEFL = 0.019' @ 21'- 6.5' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windfares-resisting 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, UWFRS(Dir), load duration factor=l.6, M-1.5x3 M-1.5X3 Trues designed for wind loads in the plane of the truss only. 0 0 0 0 C �'4. 15 r �� to 0 8 ii M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y y y ,l- 7-05-01 7-01-13 7-05-01 J, J, i, 10-00 12-00 1.00 22-00 1 y 1-00 JOB NAME: 7-D POLYGON 7-D NH - C3 Scale: 0.2195 �.<<, N+tr/tnry��prs"db n WARNINGS: GENERAL NOTES,unless otherwise noted: 1. <G - (]/1 I i 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 -Q' - 7.7G 0 P E Truss: C3 and Warnings before construction commences, building component.Applicabl5ly of design parameters and proper �i f 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,.✓ �,,.-"� DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by ,r' - / " DATE: 9/15/2014 the overeA structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or d,yw■ti(sc). r' '!� • Q 9 3.2x Impact bridging or INerel bracing required where shown++ 4 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responslbilty of the respective contractor. -�7�, ,y�r'Q`REGO� �(/ SEQ. : 60607 92 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, -'7-7 r 20 i.. design loads be applied to any component and are for"dry conditlon"of use. A. TRANS I D: 408182 5.CompuTrus has no control over and assumes no rasporrolb8y for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 . fabrication,handling,shipment and installation of components. necessary. adequates p nb 1 i5 S.This design is furnished subject to the Imitations set forth by 8.Design shall bye located bothdthdrainage siof buss,and placed so their center`^R`t•-1' 111111111111111111 TPIANTCA which uponrequest Te USA,lna/CopuTrBCSI,copies ofSoftware 7.8 6(1L)EOnes ft alDgio indi 0. obcacate napkdesign Inches. see E8R-7311,ESR-198e QdlTeiti EXPIRES:12/31/2015 IIIIIII'Ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 618:BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF 616BTR SPACED 24.0' O.C. 2.3=(-18) 85 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'. 0.0" -50/ 287V -32/ 99H 5.50" 0.48 KDDF ( 825) 1'- 10.9' -185/ 174V 0/ OH 1.50' 0.28 KDDF ( 825) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 825 ) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IAC 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 TO PANEL LL DEFL = 0.004' @ 1'. 0.0' Allowed = 0.147" MAX TC PANEL TL DEFL = -0.008' @ 1'- 1.5' Allowed = 0.220' MAX BC PANEL LL DEFL = 0.013' @ 3'- 8.8' Allowed = 0.354' MAX BC PANEL TL DEFL = -0.081' @ 4'- 4.8' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.000' @ 1'. 10.9' T 1-11-11 f MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, 4 Truss designed for wind loads in the plane of the truss only. mr 0 N 0 A- ' 1.0 0 ►-�a ' M-3x4 y ), y 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 8-00 ti�tO PROP . JOB NAME: 7-D POLYGON 7-D NH - J1 Scale: 0.5877 �.5�' GINar f'9i� k�' ` 115/ 9 WARMNGB: GENERAL NOTES,unless otherwise noted: -•92 0*P E 1-' 1.Builder end erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and b for an Individual Truss: J 1and Warnings before construction commences. building component.Applicability of design parameters and proper 2.4x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stsbialy duringshownconstruction 2.Design assumes the top and bottom chords to be laterally braced et y� "' 2'o.a and at 10'o.c.respedNety unless breed throughout their lerm�npThh by ,f, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). flirli DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* OREGON �" 4.No bad should be applied to any component until after as bndng and 4.Installation of truss Is the responsibility of the respective contractor. 7�',, 4,� 14 -N SEQ. : 6060793 fasteners are complete and n no tlme should any bent greeter than 5.Design assumes trusses are to be used In anon corrosive environment design beds be applied to any component end are for'dry condition*of use. 1i.(s TRANS I D: 408182 5.CompuTms has no control over and asswrss no responsibility for the 8.Design eseumee full bearing al all supports shown.Shim or wedge if til�`�n t V` necessary. •r'/ rl `" fabdcatlon,handing,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of toss,and plead so their center upon Pnes coincide with joint center Ines. III IIIII1111111111 1110 11111 If IIII(ft MTPIAN7CA In BCSI,copies of which will be furnished ITc SA.Inc./CompuTrus Software 7 8 6(IL)E request. es. 0.For basic connector plate desigte In n values see ESR-1 311,ESR-1988(MITeW EXPIRES:12/31/2015 111110111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF /11&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF //16BTR SPACED 24.0' O.C. 2.3=(•90) 113 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRO 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' -3/ 358V -81/ 161H 5.50' 0.57 KDDF ( 625) 3'. 10.9' -198/ 181V 0/ OH 1.50" 0.29 KDDF ( 825) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'• 0.0' 0/ 72V 0/ OH 5.50" 0.11 KDDF ( 825) 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 psi) uplift at 24 'oc saacinp,I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-11-11 MAX TL CREEP DEFL = -0.003' @ •1'• 0.0" Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178" T MAX BC PANEL LL DEFL = -0.028' @ 3'- 6.6' Allowed = 0.354" MAX IC PANEL TL DEFL = -0.044" @ 2'- 2.3' Allowed = 0.503" MAX BC PANEL TL DEFL = -0.122" @ 4'• 1.4' Allowed = 0.472' 12 MAX HORIZ. LL DEFL = -0.001' @ 3'• 10.9' 12,00 V j/ MAX HORIZ. TL DEFL = 0.001' @ 3'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. a Wind: 140 mph, h=21.2ft, TCDL=4.2,BCOL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 4 Truss designed for wind loads 4 in the plane of the truss only. eo c),- 6 f to O u, 111.--- 1 -/ ►�4 M-3x4 J. y J• 1-00 (PROVIDE FULL BEARING:Jts'2 3 41 8-00 JOB NAME: 7-D POLYGON 7-D NH - J2 Scale: D.55D2 'c NN''7yGPs/Nr �FFss/p WARNINGS: GENERAL NOTES,unless otherwise noted: :, - +I:'�rr��'✓ 1.Builder and erection contractor should be advised of at General Notes 1.This design la based only upon the parameters shown and Is for an individual =92.O P E -„s„ Truss: J2 and Warnings before construction commences. bulking component.Applicability of design parameters end proper 2.2x4 compression web bradng must be Installed where shown+. incorporation of component Is the responsibility of the bulking designer. 2.Design assumes the top and bottom chords to be laterally braced at Apr/ DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.e,respectively unless braced throughout their fa b the responsibility of the erector.Additional permanent bredng of continuous sheathing such as9 t by ..-",a an, ' DATE: 9/15/2014 the overall structure is the responsibility of the buildingdesigner. plywood cured whet s ownor drywaY C). 4.No load should be applied to anyco y g 3.2x Impact bdf truss or lateral bracing required where shown++ SEQ. : 6060794 fasteners are complete component until after all bracing and 4.installation of Is the responaibise of the respective contractor. 'y OREGON l(,' omplete and at no time should any loads greater then 5.Design assumes trusses are to e.used In a non-corrosive environment, 1-* V-4 -O\a design loads be applied to any cortponent and are for"dry condition"of use. TRANS I D: 408182 5.CompuTm a has no control over and assumes no responsibility for the 8.Design slimes tut bearing at all supports shown.Slim or wedge If O�I 1 4 rL °',4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '7.'R `�>t,,.v II VIII 111 VIII ILII ILII VIII(III(III S.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIANICA In SCSI,copies of which will be finished upon request Mea eolndds with joint center Yeses. MiTek USA,Ina/CompuTrus Software 7.6.6(IL)-E 0.For basic9.Digits connector size pate desite In gn values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0. O.C. 2.3=(-149) 154 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -20/ 4224 -90/ 224H 5.50' 0.68 KDDF ( 625) 5'• 10.9' -193/ 219V 0/ OH 1.50' 0.35 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pp) 8'- 0.0' 0/ 121V 0/ OH 5.50' 0.19 KDDF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for nett-5 Dst1 uplift at 24 'oc spacing.) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 MAX LL DEFL = •0.002' @ •1'• 0.0' Allowed = 0.100' MAX TLMAXELL DEFL - 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'- O.0' Allowed = 0.105' MAX TC PANEL LL DEFL = 0.249' @ 3'- 2.0' Allowed = 0.524' �i MAX BC PANEL TL DEFL o -0.229' @ 4'- 1.4' Allowed = 0.472' MAX HORIZ. LL DEFL = •0.002' @ 5'• 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 12 NOTE: Design assumes moisture content does :II/ not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22,2ft, TCOL=4.2,BCOL=8.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Q Trues designed for wind loads C in the plane of the truss only. rip C o in INIMENIMIIMIMIIMIIMMINIIMMIMI o ►-.4 o y y J• 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 8-00 t,0 PRbpe JOB NAME: 7-D POLYGON 7-D NH - J3 Spate: D.455B ``'4 GI" 661 �, .'115/ WARNINGS: GENERAL NOTES,unless otherwise noted: G44' !921•PE r 1.Bulkier and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual /,'/� Truss: J3building component cad of designparameters and proper f and Warning.before constnuctlon commences. g on of Applicability 0 D 2.2x4 compression web bracing must be Installed where shown 0. incorporation of component is the reapo toy of the building designer. 3.Additional b bracing to insure stab) duds construction 2.Design assumes the top and bottom chords be laterally braced at temporary stability g 2'o.c.and at 10'c.c.respectively unless braced throughout their lerpt�h by ,,/••,bra. .< DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatMnO(rC)and/or dryweti C). 4 4 DATE: 9/15/2014 the overal structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �� OREGON�a +tom SEQ. : 6 060795 fasteners4.No load should be applied to any component until atter al bracing and 4.Installation of truss is the reeponeibilty of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Deaton assumes trusses are to be used In a non-corrosive environment, .//1 Ane14 20 t�_.l_ design beds be applied to any component f use. 9.Demnd an aare ssumes fudry ll!marina et all supports shown.Shim or wedge If c,,.r}�,,� ,,i T-T TRANS I D: 408182 5.cornpaTrw hes no control over end assumes no responsidlly for the necessary. �� `ir�, v fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. e.This design is furnished subject to the Initalons sat forth by 5.Plates shall be located on both faces of buss,and placed so their canter "TP Ines coincide with Joint 1111111111101111111 k whichCA in SCSI,copies of requestM T USA,lnc./CompuT a Software 7.6(1L)-E carder In 0Faoadnalor Digits nnectorplate design see ESR-1311,ESR-lame(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.5' ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE a 1.15 BC: 2x4 KDDF 416BTR SPACED 24.0' O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON, LOADING BC LATERAL SUPPORT r_ 12'OC. 006. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce•reaistingsystem and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD a 10.0 PSF Conti ctorCpla (or no prefix) TOTAL LOAD = 42.0 PSF a CompuTrus, Inc Wind: 140 mph, h=15ft, L=8.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.8, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. Refer or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5.00 v Refer to CompuTrus gable end detail for complete specifications. 3 es N 0 C7 Of Mil O,_ v, M-3x4 4 1- ,. y 1-00 6-11-08 JOB NAME: 7-D POLYGON 7-D NH - D1 ��,�o PRo,��0n Scale: 0.6748 GINE /� WARNINGS: GENERAL NOTES,unless otherwise noted; .4� `�n'1!5/I .. 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E { Truss: D1 and Warnings before construction commences. buildup component.component is the responsibility ppare meter sand proper �� 2.204 compreaalon web brednp must be installed where shown r, IncorpDesig assn al component le the toof the bdking designer. 3.Additional temporary bracing to insure stability during construction 2. o.c. assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.end et 10'o.c suchrespectivelyply unless braced throughout their length by �,l /./M~ is Me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywas(BC). DATE: 9/15/2014 the overall etrudure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 It 6060796 4.No bad should be applied to any component until after as bradng and 4.Installation of truss Is the responsibility of the respective contractor. OREGON a S E Q..: 606 07 96 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. / F41,9 �}+ 2Q �.L. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Ns bearing at an supports shown.Shim or wedge if d 14 t fabrication,handling,shipment and inatallatlon of components. necessary. J1,' b RIO' 5.This designIs furnished subject to the Imitations set forth 5,Design assumes adequate drainage Is provided. rl I IIIIII II I VIII VIII VIII VIII VIII III IIII M by a.line. shall located an both faces of trove,and placed so their center TPINVrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes, MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1s0.For basiDigits cconnector cate size plaaf te design e in ves. alues see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 49 2.5=(-55) 73 3-5=(-215) 172 BC: 2x4 KDDF 018BTR SPACED 24.0' O.C. 2.3=(•109) 95 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 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' -66/ 432V -34/ 102H 5.50' 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 11.5' -93/ 284V 0/ OH 5.50' 0.45 KDDF ( 825) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICDND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacing.l M,M2OHS,M18HS,M16 = MiTek MT aeries 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 = 0.158' @ 3'- 6.2' Allowed = 0.422' 6-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.190' @ 3'- 6.4' Allowed = 0.633' 12 MAX HORIZ. LL DEFL = 0.001' @ 6'- 7.7' 5.00 l " MAX HORIZ. TL DEFL = 0.001' @ 6'- 7,7' M-1.5x3 NOTE: Design assumes moisture content does -/ not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting _, system and components and cladding criteria, Wind: 140 mph, h=l5ft, TCDL=4,2,BCDLu6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factarel.6, M Truss designed for wind loads in the plane of the truss only. N O M p IL Tr o 5 -! 0 M•3x4 M 1.5x3 J. J, J 6-07-12 0-03-12 1-00 6-11-08 Scale: 0.5542 `5.'"' GINE (V JOB NAME: 7-D POLYGON 7-D NH - D2 �� r��AA 0 1.!Wider WARNINGS: GENERAL NOIs unless upon the noted: . 17 92 A•P E (' 1.Buader and erection contractor should be advised of al General Notes 1.This design k based only upon the parameters shown and Is for an individual /�/w and Warnings before construction commences. bulking component.Applicability of design parameters and proper �. /- Truss: D2Incorporation of component Is the responsibilty of the building designer, r 2.2x4 compression web brednp moat be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to Insure etebitly during construction y o.c.end at 1C o.o.respectively unless braced throughout their length by �s' `' DES. BY: MJ Is the respoeslblity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywal(BC). -el I' DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �C/ SEQ. : 6060797. 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. '3w� ,� A. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Inc noncorrosive environment, , Z design loads be applied to any component and are for"dry condition"ani of use. TRANS I D: 408182 5.CompuTrus nes no control over and assumes no responsibility for the e.Design assumes fol bearing at al supports shown.Shim or wedge If �� 14 A�� fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 47 necessary. R R 1�`' V 17.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 SCSI,TPI/WiCA In furnished request.upon M T USA,InaCompuTrua Software 78eL)-E lines colndde with Joint renter 0FIndicate or basic pate plate es see ESR-1311,ESR-1988(Wield EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 24-08.08 FROM 10-00-00 TO 18-00.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 80 2.10=(•738) 3568 10- 3=( 0) 202 BC: 2x6 KOOF #1&BTR 2- 3=(-5448) 1170 10-11=(-738) 3564 3.11=( -176) 204 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(•5194) 1228 11.12=(-706) 3548 11. 4=( -558) 2520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(•4102) 1088 12.13=(•686) 3598 4.12=(•2030) 592 TC UNIF LL( 50.0)+DL( 14.0)= 84.0 PLF 0'- 0.0' TO 22'- 0.0' V 5- 6=(•4104) 1088 13.14=(-930) 4728 12- 5=(•1474) 5530 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 10'- 0.0' V 5. 7=(-5268) 1248 14. 8=(•938) 4756 12- 8=(-2176) 634 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 283,9)+DL( 213.0)= 496.9 PLF 10'- 0.0' TO 16'- 0.0' V 7. 8=(•7246) 1588 8.13=( -612) 2622 OVERHANGS: 12.0' 12,0 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 18'• 0.0' TO 22'• 0.0' V 8- 9=( 0) 80 13- 7=(•1556) 434 ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0' 7.14= •530) 2578 Connector plate prefix designators: ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'• 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -955/ 4328V -306/ 306H 5.50' 6.93 KDDF ( 625) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'• 0.0' -1276/ 57024 0/ OH 5.60' 9.12 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc sgacing.j 9' pc in 1 row(s) throughout 2x4 top chorda, 9' oc in 2 row(s) throughout 2x8 bottom chortle, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 1 row(s) throughout 2x4 webs, @ HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.001' @ •1'• 0.0' Allowed = 0.100' 9' oc in 2 row(s) throughout 2x6 webs. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = •0.001" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.061' @ 14'- 1.7' Allowed = 1.054' 11-00 11-00 MAX TL CREEP DEFL = -0.169' @ 14'- 1.7' Allowed = 1.406' MAX LL DEFL = •0.001' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = •0.001' @ 23'• 0,0' Allowed = 0.133' 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 TRUSS PLATING IS NOT SYMMETRICAL. MAX HORIZ. LL DEFL = -0.015' @ 21'- 6.5' 12 12 ORIENTATION AS SHOWN. MAX HORIZ. TL DEFL = 0.034' @ 21'- 6.5' M-4x6 12.007 4.0" N12.00 NOTE: Design assumes moisture content does 5 ff not to exceed 19% at time of manufacture. 4sk Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 M-3x5 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i• load duration factor=l,8, Truss designed for wind loads M-3x4 14, ,,,,,Iin the plane of the truss only. Al4A + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. M-3x6 c M-5x10 o s' •��Si �Y=� ,o� 10 11 1 13 14 0 o M-5x10 M-1.5x3 M-6x8 X0.25" M-3x5 M-3x8 0 M-7x8(S) J y 2651#@ . ), i2442#@ J. 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 y 1-00 y 0 22-00 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME: 7-D POLYGON 7-D NH - C4 Scale: 0.1778 �5. P�PMn♦►`�F�7j�,s, WARNINGS: GENERAL NOTES,unless otherwise noted: It - (]12. ! 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 en Individual '92.0.P E �r Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. By: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced et Is the responsibiAy of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length)by DATE: 9/15/2014 the overall eWdura is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywaa(eC. '!�".• g 3.2x impact bridging or lateral bracing required where shown++ O Cr 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -�L OREGON SEQ. : 6060798 5.CompuTrus has no fasteners are complete and at no time should any . co bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 4081 82 design toads be applied to any component. and are for"dry condition'of use. 6A.1 control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge If Q. 14 fabrication,handling,shipment and installation of components. 7.necessary' is p �P. 8.This design Is furnished subject to the Imitations set forth by 8.Platessshall be located sumes adequate both faces of truss,and placed so their center R R I � .. 11111111111111111111 MTekM US'nInGSCo Inc./CompuTrus Software 7.8.8(1 L)-E request. 09.Digits.For ber Ines. ulcconn doof fpiate dlines coincide with joint esign values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1,16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-178) 184 3.5=(-266) 256 BC: 2x4 KDDF 6168TR SPACED 24.0' O.C. 2.3=(-267) 125 3.4=(•121) 85 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -43/ 479V •121/ 292H 5.50' 0.77 KDDF ( 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 7'. 9.5' -81/ 238V 0/ OH 5.50' 0.38 KDDF 625) 7'- 11.7' -89/ 120V 0! OH 1.50' 0.19 KDDF ( 625 Connector plate prefix designators: ) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,1118HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 Pot) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-1 1-1 1 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 TC PANEL LL DEFL = 0.017' @ 6'- 0.8' Allowed = 0.350' MAX BC PANEL TL DEFL = -0.160' @ 4'- 1.5' Allowed = 0.472' /I MAX HORIZ. LL DEFL = -0.003' @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9' NOTE: Design assumes moisture content does not to exceed 194 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, 12.00 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M 1.5X3 v, in the plane of the truss only. 4 44 O rh 0 ii)tAllik\.k. �� ' _ '-'5 _, M-3x4 M-1.5x3 ,l i, y 1-00 8-00 )PROVIDE FULL BEARINQ:Jts:2.5.41 w �!° RRo>c6s JOB NAME: 7-D POLYGON 7-D NH - J4 Scale: 0.3695 `c�'<' GINE cSj � '1151 °9 WARNINGS: GENERAL NOTES,unlea otherwise noted: 4 2 w•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 Aiii,00(.0''''' Truss: J4 end Warnings before construction commences. building component Appian:AI y of design parameters and proper incorporation of component Is the responalbllty 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 3.Additional temporary bracing to insure stabllty during construction 2'o..and at 10'o.c.respectively unless braced throughout their I. by � - DES. BY: MJ is the responsbmty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC). DATE: 9/15/2014 the overall etrudure 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 am bracing and 4.Installation of truss is the responsibility of the respective contractor. t SEQ. : 60607 99 fasteners are complete end at no times should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, X1.0 } 1 4 2�'. t�•` design bads be applied to any component and are for"dryfun condition"of use. TRANS I D: 408182 5.CompuTrus tan no control over and assumes no responsibmty for the 6'necessary.assumes fuA bearing at al support shown.Shim or wedge If p b ti fabdpeon,handing,shipment and installation of component. 7.Design assumes adequate drainage is provided. Oen R%LA V II 6.This design Is furnished subject to the Imitations eat forth by 5.Plates shall be located on both faces o truss,end placed so their center upon IN III II�I VIII IIID VIII VIII II IIII VWTCA In SCSI,copies of which will be MIT�e USA,Inc.CompuTrus Software 7.7.6.6(1 L))- E requestsInes der Ines. o is colanFconnector plcide with joint ate design values see ESR-1311,ESR-1 968(diTeW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -i 00 IC: 2x4'WOOF @16BTR LOAD DURATION INCREASE = 1.15 1-2°( 0) 80 2.6°(•147) 182 3-6=(•262) 212 BC: 2x4 KDDF @16BTR SPACED 24.0' O.C. 2.3= WEBS: 204 KDDF STAND ( 347 ) 125 3-4°(-327) 127 LOADING 4.5°(-159) 0 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD ° 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS; 12,0' 23.7' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -43/ 449V -140/ 398H 5.50' 0.72 KDDF 625 C,CN,CI8,CN18 (or no prefix) ° CospuTrus, Inc 7'- 9.5' -58/ 230V 0/ OH 5.50' 0.37 WOOF ( 625` M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'• 11.7' -327/ 410V 0/ OH 1.50' 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Desitin checked for net(-5 weft uplift at 24 'oc s0gcin0.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL°L/240, TL°L/180 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed ° 0.100' T T MAX TL CREEP DEFL ° -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.039' @ 9'- 11.7' Allowed = 0.197' •', MAX TL CREEP DEFL = -0.047' @ 9'• 11.7' Allowed = 0.263' MAX TC PANEL LL DEFL = -0.028" @ 6'- 8.1' Allowed ° 0.350' - MAX BC PANEL TL DEFL = -0.157' @ 4'- 1.5' Allowed ° 0.472' MAX HORIZ. LL DEFL = -0.007' @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.007' @ 7'• 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.007 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .a load duration factor°1.8, Truss designed for wind loads cM-3x5 in the plane of the truss only. 0 V) Albk 0 F' Qu'-' . ..6 -/ M-3x4 M-1.5x3 J, J, y ), 1-00 8-00 1-11-11 PROVIDE FULL BEARING ks•2 6 41 ...co` PRop�ss JOB NAME: 7-D POLYGON 7-D NH - J5 Scale: 0.3043 f� E/'f��7y]q' /p WARNINGS: GENERAL NOTES,unless otherwise noted: n /P c 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 G. E { te si f Truss: J5 and Warnings before construction commences. building component Applicability of design parameters and proper /v 2.2x4 compression web bradng trent be Installed where shown+. Incorporation of component is the responeibidty of the building designer. r„++^�' 3.Additional temporary bredng to insure atadlty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by40110. DATE:+ 9/15/2014 the overall structure is the responsibility continuous sheathing such as plywood sheathIng(rC)and/or drywall(BC). / '�. • pont sty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bredng and 4.Installation of trues is the responsibility of the respective contractor. OREGON b SEQ. : 6060800 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Inc non-corrosive environment, 40, design loads be applied to any component. and ere for"dry condition"of use. �L/ 7�e 0 A. TRANS II): 408182 5.CompuTras has no control over and assumes no reeponsibipty for the e.Design assumes s umes NII bearing at ad supports shown.Shim or wedge if Q 14 `L �t�'E" fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. � .�R`��„ 111111111111111111 V 8.This designCAn CSIshod esbofct to hithe lineations set kph by e.one acshad a tth join on n er(nese of tress,and placed sa their center TPIANrCA in BCSI,wples of which will les furnished upon request does cdndde otic Joint caner Anes, MITek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 0.For basic connectorplate dessign values see EBR-1311,ESR-1985(MiTek) EXPIRES:12/31/2015 11111111 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 1,16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(•141) 172 3.6=(-248) 204 BC: 2x4 KDDF 016BTR SPACED 24.0' 0.C. 2.3=(•399) 303 WEBS: 2x4 KDDF STAND 3.4=(•378)313 LOADING 4.5=(•124) 88 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 SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -36/ 464V -183/ 440H 5.50' 0.74 KDDF ( 625) Connector plate prefix designators: 7'- 9.5' -81/ 220V 0/ OH 5.50' 0.35 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9' -263/ 334V 0/ OH 1.50' 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = Mitek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7' -93/ 120V 0/ OH 1.50' 0.19 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )GOND. 2: Design checked for net(-5 osfl uplift at 24 'oc nnacinO,1 11-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '1' 1' MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' -, MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0,133' MAX TO PANEL LL DEFL = 0.021' @ 2'- 0.7' Allowed = 0.343' MAX BC PANEL TL DEFL = -0.158' @ 4'- 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.009' @ 11'. 10.9' MAX HORIZ. TL DEFL = -0.009' @ 11'- 10.9' NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17 load duration factor=l.6 Truss designed for wind loads ✓ in the plane of the truss only. ,- el- (:, N M-3x5 0 0 o rr "6 0 M-3x4 M-1.5x3 Jy y y 1-00 8-00 3-11-11 (PROVIDE FULL BEARING:Jtst2.6,4,5( .<4' f(\1~D PRO/ass G JOB NAME: 7-D POLYGON 7-D NH - J6 Scale: 0.2702 ��CI '" /d WARNINGS: GENERAL NOTES,unless othervdse noted: 0 92 6•P E f 44 ir 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: J6 and Warnings before construction commences• bulling component Applicability of design parameters and proper 2.204 compression web bradng need be irrstaled where shown+. Incorporation of component Is the responsibility of the bulking designer. /' ,/f./.�'aa�. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords cto be laterally braced at 409Aw•""": 2'c.a and at 10'o.c.respectively unless braced throughout their len by /'�.�en Q DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous aMsthir p such as plywood eheathinp(rC)and/or drywal(Bc). DATE: °9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Immppaact bridging or lateral bradng required where shown++ fi1.0:b.'')/)0. QF1E G�N��, / SEQ. : 6060801 4.No toed should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of the respedlve contractor. fasteners ere complete and at no time should any bade greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and areforyr"dry condition"of use. 5.CornpuTrus hes no control over and assumes no responsibility for the S.Design'stomas at se supports shown.Shim or weeps If 14 0 TRANS I D: 408182 . fabrication,handing,shipment end installation of components. neaase •mIsR R%�,.�^ 7.necess aseadequate drainage provided. e.This design is furnished subject to the Imitations set forth by 8.Plates shall be located p�onn both feces o truss,and placed so their center I IIIII EMI 11111 IIIII IIIb IIIb n request. MRS /CotpUT B Software 77.6.6(1 L))SI,copies of which nil be furnished of 10 Digits abInes s lc co n�of joint deserig��es see ESR-1 311,ESR-1 988(Weld EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.6=(.148) 176 3.6=(-253) 213 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2-3=(-328) 247 WEBS: 2x4 KDDF STAND 3-4=(•308) 256 LOADING 4-5=( -89) 82 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ORO REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -38/ 468V -167/ 402H 5.50' 0.75 KDDF 625) C,CN,C18,CN18 (or no prefix) = Com uTrus, Inc7'• 0.9' 22287V 0/ OH 5.50' 0.37 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGENDOES NOT APPLY DUE TO THE SPATIAL 7'- 10.0' 2643// 287V 0/ OH 1.50' 0.37 KDDF flEQUIREYENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 0.0' •64/ 85V 0/ OH 1.50' 0.14 KDDF ( 625) 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' 11-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX IC PANEL LL DEFL = 0.018. 0 2'- 0.7" Allowed = 0.343' /) MAX BC PANEL TL DEFL = -0.158' @ 4'- 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.007' @ 10'- 11.2' MAX HORIZ. TL DEFL = •0.007' @ 10'- 11.2" NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. 12 ' Wind: 140 mph, h=24.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 12.007 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, CO Truss designed for wind loads C3 in the plane of the truss only. to c ,- M-3x5 cq 0 C t+w C, M-3x4 M-1.5x3 ,. , y y 1-00 8-00 3-00 'PROVIDE FULL BEARING:Jts:2.6.4.51 _to PRope JOB NAME: 7-D POLYGON 7-D NH - J7 N Scale: 0.2681 �,� ,AGI a�G /0 451 WARNINGS: GENERAL NOTES,unless otherwise noted: v 2.. 9 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the premien shown and is for an Individual -C' T 920 P E Truss: J7 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 respoeslblity 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 M 4610100"„ DES. BY: Md Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length f,�„ • DATE: 9/15/2014 p01 lydesigner. continuous sheathing such as plywood required ng(rC)and/or drywal(8c. r the weal should bere la the responsibility of the building 3.2x Impact bridging or lateral bracing where shown++ OREGON� �1(� L� 4.No load applied to any component until after el bracing and 4.Installation of tans M the responsibility of the respective contractor. a SEQ. : 6 060802 fasteners are complete and at no ems should any bads greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment. . 4. design bads be applied to any component. and are for"dry condition'erase. �Q �_�' 14 0 TRANS I D: 408182 5. 6.Design assumes full beadng at al supports shown.Shim or wedge If A t� CompuTrus has no control over and assumes no responsibility for the necessary. 'If n 1`- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. " 'R n 1♦1.- IIIIII VIII'III'VIII�IIII IIIb I�II'III'III 6.This design Is furnished subject to the Irritations sat forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which willbe furnished upon request. Anes coincide with joint anter Ines. 9.Digits Indicate size of plate In Inches. MITek USA,InaiCompuTrus Software 7.6.6(11.)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.8=(-65) 115 6.5=( 0) 23 BC: 2x4 KDDF M18BTR SPACED 24.0' O.C, 2-3=(-213) 0 5.7=(-84) 145 5.3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=( -23) 40 3-7=(-161) 93 LOADING TC LATERAL SUPPORT <= 12.00. 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' -29/ 380V -61/ 161H 5.50' 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -148/ 91V 0/ OH 1.50' 0.15 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' 0/ 116V 0/ OH 5.50' 0.19 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )COND. 2: Design checked for nett-5 Intl uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' fMAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' 1 MAX LL DEFL = -0.007' @ 2'- 9.2' Allowed = 0.170' -/ MAX TL CREEP DEFL = -0.011' @ 2'• 9.2' Allowed = 0.226' MAX LL DEFL = 0.000' @ 0'• 0.0' Allowed = 0.178' 12 MAX BC PANEL TL DEFL = •0.034' @ 5'• 0.2' Allowed = 0.290' 12.00 Vi( MAX HORIZ. LL DEFL = 0.011' @ 7'- 7.6" M-4x6 MAX HORIZ. TL DEFL = 0.014' @ 7'• 7.6' NOTE: Design assumes moisture content does 11 not to exceed 19% at time of manufacture. co Design conforms to main windforce-resisting c; system and components and cladding criteria. cD c; Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, Truss designed for wind loads in the plane of the truss only. Allill -/'" o nt 7 OA- M M-3x4 N. M-1.5x3 in V� m o of c c ► 8 M-3x4 M-3x5 y J. J. 2-09-04 5-02-12 J, y J. J. 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING:Jts:2.4.71 Scale: 0.5252 `c,�'�4. OPN �F�ss/O JOB tNAME: 7-D POLYGON 7-D NH - J8 ��CI 115� ?: WARNINGS: GENERAL NOTES,unless otherwise noted: 82 FE �" 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and In for an Individual and Warnings before construction commences. building component Appecabley of design parameters and proper - T r u s s: J 8incorporation of component b the responsibility of the bulking designer. 2.2x4 compression web tracing must be instilled where shown+. 2.Design assumes the top and bottom chords to be laterally braced at - /,�~ 3.Addelonel temporary bracing to Insure shdRy during construction 2.o.c.and at 10'o.c.respectivey unless braced throughout their lenrgrptthh by �% DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). a/ DATE: 9/15/2014 the weal structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ -�� ,p y OREGON t,, �c/� SEQ. :. 6060803 4.No load should be appied to any component until alter a1 bracing and 4.Installation of truss Is the responsibility of the respective contractor. it. fasteners are complete and at no erne should any bads greater than 5.Design assumes truseea ara to be used Ina non-corrosive environment, f .fj p, .oc5, ..l_ design beds be tippled to airy component and an for'dry condieon'of use. d - 1 4 Ii... TRANS'; I D: 408182 5.Compuhw has no control over and assumes no responslbuIty for the 6 Der ry umes full bearing at all supports shown.Shim or wedge N A [f 'T" fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is ed. �R ii I1.. - S.The design Is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center 111111 VIII IIII VIII VIII IIII VIII IIII III) MTo USA,Inc.CompuTflla IANTCA in SCSI,copies of whi$ONWere 7.will be furnished(1 L En request9 lines colndde with joint center Ines. . Indicate plate inches.0For basicconneda plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:1 2/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER I22) 1 4WA/DDf/Cq=1,00 N16BTR SPACED 24.0' O.C. 1.20( 0) 80 2.6=(•122) 184 8.5=( 0) 23 BC: 2x4 KDDF WEBS: 2x4 KDDF STAND 2.3=(-284) 43 5.7=(-157) 234 5.3=( 0) 71 LOADING 3.4=( .87) 73 3-7=(•259) 174 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 REOUTAED BRG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -26/ 435V -90/ 224H 5,50' 0. 0 KDDF ( 25) 12 5'- 10.9" •136/ 125V 0/ OH 1.50' 0.20 KDDF 6625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL B'• 0.0' 13/ 155V 0/ OH 5.50' 0.25 KDDF 625 ` Connector plate prefix designators: M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND, 2: Design checked for net(-5 psfl uplift at 24 'oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 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 = 0.012' @ 2'- 9.2' Allowed = 0.270' MAX TL CREEP DEFL = -0.018' @ 2'- 9.2' Allowed = 0.359' MAX LL DEFL = 0.000" @ 0'• 0.0" Allowed = 0.078' u MAX TL CREEP DEFT = 0,000' @ 0'- 0.0' Allowed = 0.105' MAX HORIZ. LL DEFL = -0.019' @ 7'• 7,6" 12 MAX HORIZ. TL DEFL = 0.022' @ 7'- 7.6' 12.00 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. M-4x6 0 a, Wind: 140 mph, h=22.2ft, TCOL=4.2,BCDL=8.0, ASCE 7-10, c (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), 41 Trussddesigneduration fforowindeloads in the plane of the truss only. rs 44411 ,. 1111111111111.-? -, o� �' m M-3x4 1:. M-1.5x3' 7 c 6 0 M-3x4 M-3x5 k y y 2-09-04 5-02-12 J, i, J, y 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING:Jts:2.4,71 JOB NAME: 7-D POLYGON 7-D NH - J9 R�0 PRQFF Scale: 0.4115 ��j�� GINE ss/Q WARNINGS: GENERAL NOTES,unless otherwise noted: 1�5/ �' Truss: J 9 1.Builder and erection contractor should be advised of as General Notes 1,This design Is based on uponthe 4k� 7, O P E 17 r and Warnings before construction commences. g 9 Applicability parasn gra meter and Is roper Impviduel 2.2x4beorpo compo co ponen of design ipty of parameters and proper compression web bracing must be Instalbd where shown+. Incorporation of component Is the responsibility of the bWlding designer. �/ DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Desists assumes the top and bottom chorda to be laterally braced at �'" I'' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.continuous sheathing such as plywood sheetNng(rC)and/or drywa C). f•Is '� ' SEQ. : 6060804 4.No load shoutsbea applied 2x Impact ofporlateralbracingtyofthewhereshown++ O CC pe any component until after as bracing end 4.Installation of truss Is the responsibility of the respective contractor. - •fly,/ ` OREGON� A.fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, V TRANS I D: 408182 design loads be applied to any component and are for"dry condition"of use, 4 P� 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 instatation of components. necessary. vp �y r� �y 111111111111111111111111111111111111111111111 a TPI/WrCA In SCSThis design is I,coed pies piesbject to ofwhich wile l be furnisheritations set d upon orth request. 6. es coincide wll ti�toi ht�Metr enesage�Ioftrussend placed so their center '1 v MITek USA,Ina/COmpuTrue Software 7.8.8(1 L)-E 1G aaih dco^e scto f pl liesi values see ESR-1311,ESR-1888 9diTeI� P� EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 LUMBERSPECIFICATIONSDO //IOTALOAD DURATION INCREASE m 1.15 1.2s( 0) 80 2.6s(-216) 270 6.5m( 0) 23 TC: 2x4 KDDF e16BTR SPACED 24.0' O.C. 2.3=(-354) 75 5.7e(-277) 344 5.3=( 0) 71 BC: 2x4 KDDF S1ANDA 3-4m(-158) 118 3-7m(•380) 306 WEBS: 2x4KDDF STAND LOADING TC LATERAL SUPPORT <s 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD m 32.0 PSF BEARING MAX VERT MAX HORZ BRE) REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD m 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD 42.0 PSF 0'. 0.0' .44/ 476V •121/ 292H 5.50' 0.76 KDDF ( 625) OVERHANGS:, 12.0' 0.0' LL m 25 PSF Ground Snow (PR) 7'. 7.8" -51/ 201V 0/ OH 5.50' 0.92 KDDF625) 7'• 11.7' -120/ 162V 0/ OH 1,50' 0.26 KDDF ( 625) CConnector plate prefix designators: M,M2OHS,M1NHS (or no eprefix) CompuTrus, Inc LIMITED STORAGE DBCS NOT APPLY DUE TO THE BEINIAM ICOND. 2: Design checked for net(•5 osfi uplift at 24 "oc spacing.) M,M20HS,M16HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LLmL/240, TLmL1180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL m -0.002' @ -1'- 0.0' Allowed m 0.100' 7.11-11 MAX TL CREEP DEFL m -0.003' @ •1'• 0.0' Allowed m 0.139' MAX LL DEFL m 0.020' @ 2'• 9.2' Allowed m 0.354' MAX TL CREEP DEFL m -0.023' @ 2'• 9.2' Allowed m 0.472' MAX HOER. LL DEFL m -0.031' @ 7'• 7.6' MAX HORIZ. TL DEFL m 0.032' @ 7'• 7.8' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. 12 Wind: 140 mph hm23.2ft, TCDLm4.2,BCDLm6.0, ASCE 7.10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factorm1.6, Truss designed for wind loads u::. in the plane of the truss only. ch 0 r M-4x6 C., INF - 7 0F 11;1- _� 11 M- 3x4 o M-1.5x3 06 0 M-3x4 M-3x5 y y y 2-09-04 5-02-12 y y1-00 y 2-11 y 8-00 5-01 (PROVIDE FULL BEARING:Jts:2.7041 �,`,t0 PR OPE JOB NAME: 7-D POLYGON 7-D NH - J10 �' t�G(�� / Scale: 0.337b '1/15//T7 M115/ �'A WARNINGS: GENERAL NOTES,unless otherwise noted: '9� �P/I/E • 1.Builder and erection contractor should be advised of al General Notes 1.bThis uilding ign Is b s ooppaudah of ardeame ersparshown and and iprs aan individual r f Truss: J10 and warnings before construction commences. Incorporation of component Is the responsibility of the bulking designer. • 2.2x4 concession web bracing must be Installed where shown+. 2.Design assumes the top and bosom chords to be laterally braced a `: /, 3.Additional temporary bracing to Insure stability during construction 2'o.c.and et 10'o.c.respectively unless braced throughout their length by ,6'� �� DES. BY: MJ la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathng(TC)end/or drywal(BC). 7 OREGON a �C/ DATE: 9/15/2014 the overall sbudure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ty 4.No load should be applied to any component anal alter al bracing and 4.Installation n assumes trulsssses ae re to beusseed In the non-corrosiverespective contractor. //� r 14 '2,P b+,4"A SEQ. : 6 0(�0805 fasteners are complete and et no time should any bads grouter than and are for"dry condition-of use. (�� design bads be tippled to any component. e,Design assumes Ng beefing et all supports shown.Shim or wedge if /� � S+ V TRANS I D: 408182 5.Cor puTnn has no control over and assumes no responsibility for the necessary. rt fabrication,herding,adpment end Instektion of camponsas. 7.Design assumes adequate drainage is provided. S.Thla design Is furnished subject to the Imitations sat forth by e.Plates shell be located on both feces of truss,and placed so their center n Ines ncide with joint center Ines. 1 111111 IN 111 1111 11111 1 (III)(III 1111 M T k USA,Inc./CompuT s which will be furnished 7.6.6(1 L))-E request 10.Forbasicbasicconnsda of design values see ESR-1311,ESR-1955(MReIQ EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF MOM LOAD DURATION INCREASE = 1.15 1.2, ( ) ( 0 BC: 2x4 KOOF M1SBTR SPACED 24.0. O.C. ( 0) 80 6.8= -208 270 6-3= 0) 231 WEBS: 2x4 KDDF STAND 3.4e(-954) 75 6.8=(-287) 344 8-3=( 0) 71 3.4=(-199) 118 3-8=(-380) 295 TC LATERAL SUPPORT <o 12'OC. UON. LOADING 4.5=( -43) 0 BC LATERAL SUPPORT <= 12.00. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 POE DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 6.5' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -44/ 473V 128/ 322H 5.50' 0.76 KDDF 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 7.8' -52/ 200V 0/ OH 5.50" 0.92 KDDF ( 625) M,M2OHS,M18HS,M18 = MiTek MT series11.7' .172/ 213V 0/ OH 1.50' 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP (GOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spBCinq,' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LI ITS: LL=L/240, TL=L/180 8-06-08 MAX LL DEFL = -0.002' -1'• 0.0' Allowed = 0.100' T MAX TL CREEP DEFL = -0.003' -1'• 0.0' Allowed = 0.133• MAX LL DEFL = 0.019' 2'- 9.2' Allowed = 0.354' MAX TL CREEP DEFL = •0.023' 2'- 9.2' Allowed = 0.472• MAX LL DEFL = •0.000" 8'• 6.5' Allowed = 0.054• MAX TL CREEP DEFL = -0.000' 8'• 8.5' Allowed = 0.072" MAX HORIZ. LL DEFL = -0.030' @ 7'- 7.8' MAX HORIZ. TL DEFL = 0.032• @ 7'- 7,6' NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12.007 Design conforms to main windforce-resisting system and components and cladding criteria. Co c Wind: 140 mph, h=23,5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, co Truss designed for wind loads M-4x6 in the plane of the trues only. it o lii iiiiillfil Lot his AF M-3x o M•1.5x3_1 7 M-3x4 M-3x5 1, y J, 2-09-04 5-02-12 . ,L y y 1-00,, 2-11 5-07-08 , ,, 8-00 0-06-08 (PROVIDE FU B ARING•Its•2 fl 41 0 PR JOB NAME: 7-D POLYGON 7-D NH - J11 Scale: 0.3073 ��`� 0IN ��7ss% WARNINGS: GENERAL NOTES,unless otherwise noted: �tL./ 2. ! le 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)P E f Truss: J11 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 etadity during eanatrudlon lle, 2.Design assumes the top end bottom chords to be laterally braced et 'r DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by q/ r DATE: 9/15/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required here)and/or drywae(SC). Q Po by ig 3.2x hyped bridging or lateral bracing where shown++ Yr/ 4.No load should be applied to any component until Baer as bracing and 4.Installation of truss is the responsibility of the respective contractor. -'� OREGON 4,/ SEQ. : 60608 06 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, 4, 4, -4 5.CompoOX A TRANS I D" 408182 design loads be applied to any component and are for"dry condition'of use. /� crus lass no control over end assumes no reaponeidtily for the 8'De siggnn y.assumes full bearing at al supports shown.Shim or wedge If CJ 14 2 P fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is ded. �`'� 1�� v 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their centerR IIIIII VIII(III(III VIII VIII VIII(III(IIIM Tekk USA,Inc./CompuTrus n BCSI,copies of wh(Software 7.8.6(1 L)En request. 1er Ines. 0.Poe lines cindicate la carr i for plate ndde with joint ntelpn inches. see ESR-1311,ESR-1888(MITep EXPIRES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16619 LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1.3=(0) 0 BC: 2x4 KDDF 01&BTR SPACED 24.0' O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50' 0.08 KDDF ( 625) Connector plate prefix designators: 12 4'- 0.0' -38/ 84V 0/ OH 1.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 4.00 LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.004' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ 0'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TO PANEL LL DEFL = 0.008' @ 2'- 5.8' Allowed= 0.183' MAX TC PANEL TL DEFL = -0.010' @ 2'- 7.0" Allowed = 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003' @ 3'- 11.2' NOTE: Design assumes moisture content does -/ not to exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), In load duration factor=l.6, Trues designed for wind loads c n in the plane of the truss only. ��% + o II .t 4 j` 3 M-3x8 M-3x6 WEDGE REQUIRED AT HEEL(S). (PROVIDE FULL BEARING:Jts:4.3.21 ; J. 3-00 J. I 4-00 ��Q,to PROP JOB NAME: 7-D POLYGON 7-D NH - E2 Scale: 0.9141 � 042 • t.11 / 'a9 WARNINGS: GENERAL NOTES,unless otherwise noted: i . ..!92...PE 1'- 1. '1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for en Individual Truss: E2 and Warnings before construction commences. building component.AppticabiNy of design parameters end proper 2.2x4 compression web bearing must be Installed where shown+. Incorporation of component is the responsibility of the bulldng designer. 3.Additional temporary bredng to insure stability during construction 2.Design assumes the top and bottom leschoterds co berougg laterally braced at _ A�I► DES. BY: MJ lathe responsibley of the erector.Additional permanent bracing of c ntin and at 1a' in such as plywoody das betted throe nd/o dry isnpth by e® W eontlnuous sheathing as sheathing(7C)and/or drywal(BC). - Q DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 5'L, �REGQN. �`c/ 4.No bad should be applied to any component until after all bracing end 4.lnsteMlion of tees Is the responslbilly of the respective contractor. SEQ. : 6060811 fasteners are acomplete and at no time should any bade greater than 5.Daa Design assumes trusses ere to be used In anon-corrosive environment, h. 4j, 1 4 ?A ...i{.. dodge hada be applied to any component. end aro for"dry condition"of use. S- TRAN S I D: 408182 5.C sign loads hit no control over and aaume5 no responsibility for the 8 Designeaaumes NN bearing m ail supports shown.Shim or wedge If i fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. FR 11"11 1..k- 6.This design N furnished subject to the Nnitations set forth by 9.Plates shag be located on both faces of buss,and pleced so their center 111111111111111111 MTS USA,SAINVICA InI eCompuTrus SoflyySre 6.8(1 L)EI,copies of which villi be furnished n request oint center Ines. 0.Four basic connInes coincide edof plate design e in values use ESR-1311,ESR-1988 yvITeW EXPIRES:12/31/2015 Ill III IIIIII 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 k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POF 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' -62/ 302V -32/ 99H 5.50' 0.48 KDDF ( 825) Connector plate prefix designators: 1'- 9.2' -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) C,CN,C18,C18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 1'- 11,7' -34/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 gall 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' T 1' MAX TC PANEL LL DEFL = -0.002' @ 1'• 2.9' Allowed = 0.147' MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0,072" 12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9" 12.00 V MAX HORIZ. TL DEFL = 4.000" @ 1'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ') Wind: 140 mph, ho20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. 0 f N 01,- 0 O oprAPalAIMIIIMIll /--- ► 4► -! M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING:lts:2.4.31 JOB NAME: 7-D POLYGON 7-D NH - SJ1 ��, a PRQp Scale: 0.6686 G)N 4Pri Q WARNINGS: GENERAL NOTES,unless otherwise noted: �� / 'V 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for an Individual itt iiboT g 2I 0 P'E t� Truss: SJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary braving to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional 2'csc.ontinuous and et 10'o.c,respectively unless braced throughout their length by s,�, . / po ltypermanent braving of continuous sheathing such as plywood ng(TC)and/or drywall(BC). �, DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral braving required where shown++ el SEAr� 4.No load should be applied to any component until alter as bradng and 4.Installation of truss is the responsibility of the respective contractor. '}7 ,,/y�OREGON `/'',, . : 606081 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, jib 'rya N� A. design loads be applad to any component and are for"dry condition"of use. /t Alk k '�4. 2.0 i_ TRANS I D: 408182 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 ii,AY9-L�C� 1 l,,t�, fabrication,handling,shipment and Insulation of components. necessary.sign "`r7 R i 0- vs 5.This design Is famished au ect to the Initatlons set forth B.Design assumes adequate drainage b provided.e IIIIII VIII IIID VIII VIII('III VIII'III'IIIby B.Plates shall be located on centerboth faces of truss,and pieced so their center TPINVICA in BCS',copies of which will be furnished upon requaeL tinea edndds with joint pose. 0.Digits Iodate size of state In Inches. MITek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19a8(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 816BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2.3=(-109) 94 TC LATERAL SUPPORT <= 12.00. UON, LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0" -31/ 322V -61/ 161H 5.50' 0.52 KDDF ( 625) 1'- 9.2' -17/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'• 11.7' -85/ 108V 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 ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacin0.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" MAX BC PANEL LL DEFL = 0.003" @ 1'• 0.1' Allowed = 0.054' -/ MAX BC PANEL TL DEFL = 0.003' @ 1'• 0.1' Allowed = 0.072' 12 MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' 12,00 7 0 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9' NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=8,0, ASCE 7-10, v (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 Truss designed for wind loads 4o in the plane of the truss only. 4 0/- to V.A 0 c �� 4► -, M-3x4 J, 1, , y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4.3( �Q`t,0 PROFES, JOB NAME : 7-D POLYGON 7-D NH - SJ2 Scale: D.5749 `�� O1^' s% WARNINGS: GENERAL NOTES,unless otherwise noted: w� � '�15 f 9.' 1.Builder and erection contractor should be advised of el General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC. :92*•PE 1' Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng roust be installed where shown+. Incorporation of component Is the responsibility of the bdldng designer. .�' '. 2.Design assumes the top end bottom chords to be literally braced a r�a� 3.Additional temporary bracing to insure afadlty during constructionat dlf. DES. BY: MJ le the responNdlly of We erector.Addmonel permanent firedog of continuous n.a and sea on such asrespectivelyunless braced throughout dry anll(pBth by �",�.. DATE: 9/15/2014 2xImpact sheathing sueradng a aired where s auction drywaA(BC). the overall structure is the responNdlty of the building designer. 3.2x bridging or lateral bracing required where shown++ OREGON <4 4.No load should be applied to any component until alter as bracing and 4.Insteneaon of truss Is the responsibility of the respective contractor. F ,//� a SEQ. : 6060813 fasteners are complete and at no time should any bads greater then 5.Deign assumes trusses loath)be used in a nonconosive environment, t./"+7410 14 gA 4� design loads be a pled to any component. nand are for"dry condition" use. t� TRANS I D: 408182 5.CompuTnn hes no control over and assumes no responsibility for the 8.Design assumes Ng bearing at as support Mown.Shim or wedge if p[� ` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ' r'1`CLIC. 8.No design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of tens,and placed so their center 1111111111111111111111 TPIANTOAIn SCSI,copies of which cola be furnished upon request. O.aceta Indicate with :ro Inches. 10. MiTek USA,Ina/CtxnpuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values as.ESR-1311,ESR-1588(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'• 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF @MGMTR SPACED 24.0' O.C. 2.3=(•167) 136 TC LATERAL SUPPORT <= 12.00. 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" •24/ 308V -90/ 224H 5.50' 0.49 KDDF ( 625) 1'- 9.2' -90/ 171V 0/ OH 5.50" 0.27 KDDF 625) Connector plate prefix designators: C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (PA) 5'. 11.7" -128/ 165V 0/ OH 1.50' 0.26 KDDF 625) 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 pall uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed . 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0.0" Allowed = 0.133' MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1' Allowed . 0.072" T) MAX HORIZ. TL DEFL = -0.002' @ 5'• 10.9' NOTE: Design assumes moisture content does 12 not to exceed 19s at time of manufacture. 12.00 F. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Tr Truss designed for wind loads 4 in the plane of the truss only. 0 Co m o� u) ___o/- o r• 4w M-3x4 y y ), y 1-00 2-00 3-11-11 [PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME: 7-D POLYGON 7-D NH - SJ3 Scale: 0.4550 Co'•vc. ?IN??. / ��0..n WARNINGS: GENERAL NOTES,unless otherwise noted: �t4 - �✓ -v 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual >92 .P E { Truss: SJ 3 and Warnings before construction commences. bulking component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component le the responsibility of the building designer. AlOPPrDES. BY. MJ 3.Additional temporary bracing to Insure stabily during construction 2.Design assumes the top end bottom chords to be laterally braced at r is the responsibility of the erector.Additional permanent bracing of 2'o.n.and at 10'o.c,respectively unless braced throughout their length by DATE: 9/15/2014 the overall structure is the res sidll of the building designer. continuous sheathing such as plywood sheething(TC)and/or drywall(BC). !/ Pan y 9 9 3.2x Impact bridging or lateral bracing required where shown++ 4 CC 4.No load should be applied to any component canal after al bracing and 4.Inotelaltos of truss is the responsibility of the respective contractor. -}7 OREGON <(y SEQ. : 6060814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ina non-corrosive environment, L! �4 ZO�1h � design loads be applied to any component. and are for"dry condition'of use. /1 TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes full bearing at at supports shown.Shim or wedge if Q 14b ,Q, fabrication,!lending,shipment and Installation of components. Dnesign assumes qprovided.cessary. R rl I`..`" 6.This design is furnished subject to the Imitations set forth by 8.Plates shall nseteduon both faces Isf truss, placed so their center 11111111111111111111 Urequest.CA in BCSI,copies of which will be furnished upon MTek SA,Inc CpuT 9 Software 7.6.8(1L)-E lines 8.Digits10. ndde with joint center Ines. sicoatalFor bc nnector plate design values see ESR-1311,ESR-1958(MINN) 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/DOF/Cq=1.00 TC: 2x4 KDDF p1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-109) 95 1.3=(0) 0 BC: 2x4 KDDF 1118,BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -27/ 128V -53/ 114H 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' •44/ 83V 0/ OH 5.50' 0.13 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7' -89/ 111V 0/ OH 1.50' 0.18 KDDF ( 825) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003' @ 1'. 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.072' 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = •0.001' @ 3'• 10.9' 12.00 MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9' NOTE: Design assumes moisture content does ) not to exceed 191s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.8, Truss designed for wind loads v in the plane of the truss only. 41- o v c, 0 to FAFAIIIIMIMI.t --io 0 10.--7.7.7.1.1 3I M-3x4 y y 2-00 1-11-11 )PROVIDE FULL BEARING:Jts:1.3.2( �_ED PROPe JOB NAME: 7-D POLYGON 7-D NH SJ4 Scale: 0.5818 ��A ”/15/ s',yam WARNINGS: GENERAL NOTES,unless otherwis,noted: :' .-PE r c� 1.Builder and erection contractor should be advised of al General Notes 1.This design In based only upon the parameters shown ands for an Individual Truss: SJ 4 and Warnings before construction commences. building component AppleadNly of design perimeters and proper 2.2x4 compression web bredng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a 3.Addftonel temporary2'o.n.and at 10'o,e,respedNely unless lensed throughout thalr lenrqgtIhh by ,r°r�Amv DES. BY: MJ le the responsibility of the erector.Additional permanent bradrq of continuous sheathing such as plywood sheetNng(TC)and/or drywel(BC). DATE: 9/15/2014 the 4.No loadhstructure Is the should be applied t e component until eespomdbilly of the tng designer. 3.tler all bradng and 4.IInnstalation bridging f truss or lateral tie rressponsiWlrequired of the rreesppeectiere vown ve contractor. -}w4 ,t-_QREGON\1), 44/ SEQ. : 6 060815 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a non-conoslve environment, / '7 rLQ design bads be tippled to any component and are for"dry full bearing of use. TRANS I D: 4081 82 5.Compurrae hes no ted to over and assumes no responsibility for the 8,Design assumes full bearing at e5 supports shown.Shim or wedge N 61t4f 1 �iP fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. n n``k- v 8.This design Is furnished subject to the lnitaeons set forth by 8.Plates shalt be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII IIID VIII IIII IIIIwill be furnished upon M Tek USA.Inc./CompuTrus s CA in SCSI,copies of wh(Software 7 ch 8 6(1 L)-E request nssdon� ; centernv s. O�� acatn date For basicpbte see ESR-1311,ESR-1988(MITeIQ EXPIRES:12/31/2015 JIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 136 1-30(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. IC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -19/ 141V -82/ 177H 5.50' 0.23 KDDF ( 625) Cnnect8,CN16 (or no prefix) ors: rue, Inc TOTAL LOAD = 42.0 PSF 1'- 9.2" -130/ 194V 0/ OH 5.50' 0.31 KDDF ( 625) 5'- 11.7" -130/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT aeries LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc soecing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.006' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = •0.006' @ 1'• 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' � NOTE: Design assumes moisture content does 12 , not to exceed 19% at time of manufacture. 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v ,- 4- 0 ro co Cs'''-- 0 - o/-* 0 1='4 3 sz� -/ M-3x4 ; y y 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:1.3.2( JOB NAME: 7-D POLYGON 7-D NH - SJ5 Scala; 0.4547 �,‹O� PKNJ}fiOFe`:0 WARNINGS: GENERAL NOTES,unless othmwise noted: 4:. -' _ 2.J r 2 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is rot an Individual 9'� S P E 1---- Truss: SJ 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. �" ,,/' DES. BY: MJ 3.Additional temporary bracing to Insure etabilly during connWotion 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` ,�' ' DATE: 9/15/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathi wherers and/or drywap(BC). . `� Q 4.No load should be a3.2x Impact bridgingoor laterale bracing ty ofthe e shown+a '77� " ,OREGON i SEQ. bean to any component until after all bracing and 4.Deign assumes of truss s the are responsibility usedIthe on-costive eo environment b S E Q• : 606081 s fasteners are complete and at no time should any bade greater than 5.Design trusses aro tot» In anon-corroeWs emironmsn4 TRANS I D• 408182 design loads be applied to any component. and are for"dry condition"of use. //� .� p 5.CompuTrw has no control over and assumes no responsibility for the ft Design assumes s ume6 sip beating at as supports shown.Shim or wedge If - V /4 2 „.,P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.ry. "'�"a `��;, v IIIIII VIII VIII VIII VIII VIII VIII'III(III 8.This design Is furnished subject to the Initaaons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA In SCSI,copies of which will be furnished upon request lines colndde with joint center anew. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic cconnectorgne design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1.2=01) 28 1.4u(-35) 32 2-4=(-99) 81 BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. 2.3=( -7) 3 WEBS: 2x4 OF STAND; 2x4 KODF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0' -24/ 205V -18/ 43H 5.50' 0.31 KDDF ( 625) 4'- 0.0' -18/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: DesiOn Checked for nstl-5 asfl uplift at 24 'oc spacing.) M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 1: Heel to plate corner = 5.25' MAX LL DEFL = -0.002' 8 0'- 0.0' Allowed . 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002' @ 0'- 0.0' Allowed = 0.133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed = 0.159' f 1' MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239' MAX HORIZ. LL DEFL = -0.000' @ 3'- 8.2' 12 MAX HORIZ. TL DEFL = -0.000' @ 3'- 8.2' 4.00 v NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, UWFRS(Dir), • load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. in r- 0 �af1�/ r �1 o �- 5►U ►t 4 0 M-3x8 M-3x6 M-1.5x3 WEDGE REQUIRED AT HEEL(S) y y 3-00 y 1. 4-00 ��_tpPROPe JOB NAME: 7-D POLYGON 7-D NH - El Scale: 0.6305 �0' GI"E % WARMNO6: GENERAL NOTES,unless upon ee noted: t . .7 92..P E 1" 1.sunder and erection contractor should be advised of a8 General Notes 1.This design Is booed only upon the parameters shown and is for an Individual Truss: El and Wemings before construction commences. bulking component.Applicability of design parameters and proper 2.Zx4 compression web bracing must be instated where shown+. Incorporation of component is the responsibility of the building designer. 3.AddPoonat temporary bracing to Insure stadHy during construction 2.Design assumes the top and bottom chords to he laterally braced at ,/,fie' DES. BY: MJ is the responsibility of the erector.Additionalpermanent brad of c'n.a end at n.respectivelyuchcplywood as braced(TC)and/orut dry lenptlt by ,,.!.des. - po lt1' ng continuous sheathing such as shselhlnp(TC)and/or drywet(BC). y ��"' DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON to 4.No load should be eppled to any component until alter al bracing and 4.(note too of truss is the responsibility of the respective contractor. ��,OREGON ��4 SEQ. : 6060809 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are mat?used Ina non-corrosive environment, design beds be applied to any component and ere for"dry condb bearing of use. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6-necessary.Dd esumes Na beading at aR suppods shown.Shim or wedge if [f p fabdada,handing,shipment and Installation of components. 7.Design umes adequate drainage is provided. 'R-RRIO' Ip' 6.This design is furnished subject to the Irritations set forth by S.Plates shall be located on both has of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITE*USA,lnc/CortlpuT s CA in SCSI,copies of (ch will be furnished upon Software 7. L)-E request. 1lines coincide with joint center Ines. 0.For Di gits o size pine design values see ESR-1311,ESR-1988(MITep 'I EXPIRES:12/31/2015 IIIIIIIIIIII This design prepares rrom computer Aupu,. uy PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-184) 137 BC: 2x4 KDDF #1LBTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 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" -75/ 383V -23/ 72H 5.50" 0,61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -2B/ 243V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0,133" 4.00 MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL - -0.066" @ 2'- 10.6" Allowed - 0.463" MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0,000" @ 5'- 4.3" M-1,5x3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting II system and components and cladding criteria. ii Wind: 140 mph, h=20.1ft, 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 • in the plane of the truss only. N co ti II ri I I O k n _ -! O _ ">-<...M-3x4 M-1.5x3 ,1 1 y 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7109 Ii‘t0 PR Open WARNINGS: GENERAL NOTES,unless otherwise noted: rn1 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an individual C, ! l'I M <,/ Truss: Z2 and Warnings before construction commences. building component.Applicability of design parameters and proper �r )I} {r 7 �_ 2.2x4 compression web bracing must be installed wham shown u. Incorporation of component h the responsibility of the building designer. LS r(� r a/ _i' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at p n DES. BY: MJ2'o.c.and at 10'o.n respectively unless braced throughout their length by 4 92!I P E I- la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 1/26/2015 the ovetet structure is the reeponsibllty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ er�"� SEQ. : 6168256 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. /41.4011.1Pfasteners 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 condtion"of use. �II"', TRANS I 41618 76.Design assumes full bearing at at supports shown.Shim or wedge If ! 5.CompuTrus has no control over and assumes no responsibility for the necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage b provided. - "�� 4_OREGON�h S��(/� 8.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both(aces of truss,and placed so their canter �,� �,, 1 4 2.tio.0" VIII Iglu VIII VIII VIII VIII VIII III IIII M Te USA,IDa/CompuT B Software 7.6.8(11.)-E TPINVTCA In SCSI,copies of which will be furnished upon request 10.For linecoincide with basic connectoroint center lines. plate design values see ESR-1311,ESR-1958 welt) Y`_ 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 1t1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 36 2-5-(-36) 48 3-5-(-186) 142 BC: 2x4 KDDF $16BTR SPACED 24.0" O.C. 2-3=(-77) 64 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -72/ 382V -23/ 74H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL - 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). 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 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 TC PANEL LL DEFL - 0.051" @ 2'- 10.6" Allowed = 0.309" 5-09-04 0-05-12 MAX TC PANEL TL DEFL- -0.064" @ 2'- 10.6" Allowed = 0.463" T MAX HORIZ. LL DEFL - 0.000" @ 5'- 4.3" 12 4.00 v MAX HORIZ. TL DEFL - 0.000" @ 5'- 4.3" NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. M-1.5x34 conforms to main windforce-resisting 4 -/ system and components and cladding criteria. 3 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 94 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor-1.6, Ln Truss designed for wind loads o in the plane of the truss only. I 0 N x l li rn M-3x9 M-1.5x3 J, ,1 1. 5-09-09 0-05-12 ,1 1, 1, 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z1 Scale: 0.5821 (. 0,0 PRO/ en WARNINGS: GENERAL NOTES,unless otherwise noted: *\`' }}}``` t� 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and N for anaindividual �� (�� f(-INC- l 1�1 v' and Warnings before construction commences. building component.Applicability of design parameters and proper fL�ll' Truss: 7+1incorporation of component Is the responsibility of the building designer. 2 2x4 compression web bredrg must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �` ! "� /.PE ♦' 3.Additional temporary bracing to insure stabltty during construction 2'o.c.and at 1d o.a respeciNely anlen braced throughout their le h W �f• DES. BY: MJ is the respombltiy of the erector.Additional permanent bracing of continuous sheathing such as plywood aheathing(TC)and/or dryweltC). ." DATE: 1/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be smiled to any component until alter a9 bracing and 4.Installation of truss is the responsibility of the respective contractor. �r. ' 5.Design assumes trusses are to be used Ina noncorrosNe environment .One, SEQ. : 616$257 fasteners are complete and at no time should any loads greater than w design bads be spilled to any component and are for"dry condblon"of usa. t'' TRANS I D• 41618 7 6.Design assumes full bearing n at supports shown.Shim or wedge if y OREGON v/� 5.CompuTnn has no control over and assumes no responsdbiltty for the neecesary. ,/j� fabrication,handling,shipment and installation of components. 7.Design assumes ad uate 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 /jk 'T r" 4 Z,O i- e.I ished upon nes .) VIII VIII VIII VIII VIII IIIIIIIIIIIII M TelAVTCA in USA,IncsI,copies of which will be/CompuTrua Sasftware 7n8 8(1 L}E request 1oint center lines. 0 Digits o be coincide co n cojrplate design values see ESR-1311,ESR-1988(MRek) [J �RR►t.�-� EXPIRES:12/31/2015