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Plans (443) � 5� ZO1 7- �d Z.0 mil � 6ScH Sw Leri\. s � MiTek 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. .ct PRQpF s.,c` NGI N4, 6iQ 89782PE �OREGON 53'� ir PA UL � EE�f> Ct1 ,. , 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. Job Truss Truss Type Qty Ply POLYGON R45125315 PL15-265_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., - Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 1427:32 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-SgKRVHZjyCjWVU VNlWXpzzUcgKga2?hCKgRZtygBCV 1 1-0-0 i p-5-61 1 1-2-0 110-7-0 1 Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 11 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 i I i.r N-if NW"-if 1\11414" / - - _ .111\ iiii"'N lif NI' - o Fii e _ 2 A� 23 22 21 20 19 18 17 �•- 3x5= 3x5 = 1.5x3 11 3x5= 3x5= 3x5= I 7-0-14 17-7-14 16-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)- [8:0-1-8.Edgej.j19:0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d 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. (lb)-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=0/628,423=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 ��R�d PRQ�'ss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 04 I N EF Q /' Uniform Loads(plf) Vert:16-24=-8, 1-15=80 Concentrated Loads(lb) C � ��� C Vert:2=-674(F) !/ NM 43 y ' ,z OREGON rQ- di' POA AUL EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev-02/16/2015 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 stability during construction is the responsibility of the MITE** erector.Additional permanent bracing of the overall structure is the responsibility of the binding designer.For general guidance regarding 1Y1 11 fabrication,quality control,storage,delivery,erection and bracing.consul ANSI/TPI1 Quay Criteria,DS6.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 r`knrc Heights r:A A561 m 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:DFkz9p3tCrPAGZnVberKOtyJvgB-wougjd_L]Wrm7eZ6wTRmMBVbaEe9JTSgq_P_55ygBCu 1 0-10-12 1 1 1-2-0 I I 0-10-8 I I 2dr0 I Scale:1/2"=1' 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4 4 5 6 7 8 e e a • f e . e e e 1: 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= I 1-1-12 11-8-12 12-3 12 I 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(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/defl 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 Ina YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-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. � AEU PROF�Css tiNG[�F69 f(2 2 c 89782PE �<' -V OREGON o'�`"'T- 9,9, 4Fly A$ _4Q'' k ''AUL '‘.\'''.' EXPIRES: 12/31/2016 August 7,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.Thu design is based only upon parameters shown,and is for an individual building component. 1 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 stabTity during construction is the responsibillity of the T ek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mi f fabrication,quality control storage,delivery,erection and bracing,consult ANSI/Tell Qua Iy Criteria,DS6.89 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 rnnre Heightc,rA 4581 n Job Truss Truss Type Qty Ply POLYGON R45125317 PL15-265 UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz zUgzdlnllUAy?uO2rpd4w2yP_3e9YdYygBCt I 2-6-0 I P-5-1°11 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 I I 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 6 • e • s e e\ o •_ • 411111111111111111111111111111441111111111111111141111111 _/_ _ IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII - e s e 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6= 3x4= I 5-10-2 16 5-2 17-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [4:0-1-8.EdgS],[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Ildefl Lid 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 Ina 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.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=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. �,,,-'S ' 89782PE r lel OREGON it, 41�� ��kpAut p,s4 EXPIRES: 12/31/2016 August 7,2015 _ f ®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.Thu design is based only upon parameters shown,and is for an individual building component. bit, ApplicabiFty 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 6 A-i T�1R.� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [Y[ fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Qualty Critena,006-89 and SCSI Building Component 7777 Greenback Lane Safety InfonnaSon available horn Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 cant,Height�C.A 95810 Job Truss Truss Type Qty Ply POLYGON R4512531B PL15-265_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mirek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zugzdln8lUAy?u02red2b2xS 3e9YdYygBCt I 2-6-0 I I 1-8-6 11 1-2-0 1 I0-8-t4 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 y _ a ae • • I_ e —\ o N e e .0 a Lir 1& 13 12 11 10 FT 3x4= 3x6= 1.5x3 II 1.5x3 11 3x6 = 3x4= I 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8.Edge]15.0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid 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 Incr 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=2010/0,34=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. �cg,ED PRoFGINE 4�s cc' 89782PE ��' I%ei ,�OREGON 4 Q y; Ci4. gRY15 GQ' E'AUL — EXPIRES: 12/31/2016 August 7,2015 t 1 ®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 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 II I is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the BL 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/I9l1 Quafly Cdleda,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 mom Nnightc(`A 95fit 0 Job Truss Truss Type Qty Ply POLYGON R45125319 PL15-265 UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MITek Industries,Inc.Fri Aug 07 14:27:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcb0n1PJnRM711u59ygBCs I 2-0-10 1 1 1-7-0 1 1 0-8-14 1 1 7-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 N e e ` � e 1 10 9 8 / \ 1.5x3 II 1.5x3 II 3x6 = 3 3x4= x4= I 2-3-10 1 2-10-10 13-5.10 I 9-7-0 2-3-10 0-7-0 0-7-0 6-1.6 Plate Offsets(X Y)- [20-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 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=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. <<-gcO PR Opt 4t 89782PE r III y •REGON a''` #, '4RY 16 k¢T NI EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.0211612015 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. `+ Applicabilty 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 S■T�leR` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMI 1 fabrication,quality control storage,delivery,erection and bracing.consul ANSI/TPI1 QuaBy Criteria,DSB-119 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 CBmc Height`CA 45$7 n Job Truss Truss Type Qty Ply POLYGON R45125320 PL15-265_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeoDOREL_5Hgcb?Tzp750Re4WpBHXyefiQygBCr I 2-6-0 I 2-1-12 11 1-2-0 11 0-9-8 1 2-3-0I 1 1-2-0 I I 1-4-0 I 1-6-0 I Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • e- / e o e _ _ e O / A N N e \ < / e e 1›. 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4= 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-8-12 12-3-121 I 15-11-12 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7:0-1-8.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 L/d 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!nor YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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=-2351/0,4-5=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. 'RIZ) PR Ort ��`� ‘4,' GINE 4 /p 2 4r 89782PE r v -7 •REGON ©'- 94 �4 ?YAb24Q, —AUL -J EXPIRES: 12/31/2016 August 7,2015 e e _ ®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.Tho 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 MiTeR. 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/7P11 Qualify Criteria,501-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Nem Hoights,CA 05610 Job Truss Truss Type Qty Ply POLYGON R45125321 PL15-265_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLe0DOREL_5Hgcb?Tzp7BaRIZWujHXyefiQygBCr I 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 I I 3x4 = 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 • • ., • � r 0 N I ., e e e 11 10 9 8 410 1.5x3 II 1.5x3 II 3x6= 3 3x4= x4 = I 2-0-14 12-7-14 I 3-2-14 I 9-4-4 I 2-0-14 n-7-0 0-7-0 6-1-N Plate Offsets(X.Y)— [2:0-1-8.Edg [3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid 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 Ina 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. Rcp PRQ - �, , NG[NE i �S, 89782PE f" S -7 OREGON N 9 xlRY 16 Q' if Jo lakS4 EXPIRES: 12/31/2016 August 7,2015 1 I INN ®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 responsibility of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delvery,erection and bracing,consult ANSI/TPI1 Dually Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee.Street,Suite 312,Alexandria,VA 22314. Suite 109 cam5Neightc cA asatn Job Truss Truss Type Qty Ply POLYGON R45125322 PL15-265_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgBon7KY 1mIMCcFst9JWiW1gL6r9OFOJQIcNCEsygBCq I 2-5-0 I 1 3x4= 2 1.5x3 II Scale=1:8.7 111 ■' II 0 N 1 Ili WA TA 4 =' 3 1.5x3 II 3x4= I 2-8-0 I 2-8-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL_ in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 4 '•a` 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 Incr 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(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=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. �c0REUfi PROFs , GINE 1%2 8 782PE �1- 10 74/OREGON © '°AUL a\N EXPIRES- 12/31/2016 August 7,2015 f I ®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 stabilty during construction is the responsibiQty of the M.Tek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing.consult ANSI/TIM1 Qually Criteria,DSB-89 and BCSI Building Component. 7777 Greenback Lane Safety Information available horn Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 clines Haight,re esaio Job Truss Truss Type Qty Ply POLYGON R45125323 PL15-265 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 1427:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-1-1_hjmK1TY2U3EPR3j01x3EDPHFK3JYZ G7ImJygBCp I 2-6-0 I 2-1-12 I I 1-2-0 1 1 0.9-8 1 2-3-0 I I 2-3-0 I I 1-2-0 11-1 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e _ e/ o 6 e e \ e / e e e e e y 1� 16 15 14 13 12 4YQ? 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-512 6-0-12 1 11-8-12 12-3-121 I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 5-7-0 0-7-0 3-3-12 Plate Offsets(X Y)— ]7'0-1-8.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/defl Ud 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 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 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) 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. <?c0 PROs <c� �co �G1 EF9 Syo* 89782PE r 9. OREGON '''s PAUL 0-4 EXPIRES: 12/31/2016 August 7,2015 F e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mack 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 e Ni7�,�* erector.Additional permanent bracing of the overall structure is the responsiboity of the building designer.For general guidance regarding ,MI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tell Quality Catena,DSII-B9 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:amc Height`ra 95010 Job Truss Truss Type Qty Ply POLYGON R45125324 PL15-285_UPPER F10 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 1427:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDXVFVF_gWZ_G7ImJygBCp I 1 0-6-4 1 1 2-4-12 I 1 3x4 = 2 3x6= 3 1.5x3 11 - - Scale=1:8.7 Ill Ilk INN j0 111 MIME I WI 1.5x3 II -, 6 5 Ilo.''Ill‘IINI 4 3x6= 3x4= 1 0-7-12 p-9-I 3-5-0 I 0-7-12 1-8 2-7-12 LOADING(psi) 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) 0.00 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 Ina NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%uE 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 x,( cV AFF Concentrated Loads(Ib) \ t,GI NE - `'e Vert:1=-180(F) f� {i cc $9782PE v1• mat -7 OREGON t2' 1:9 Aliiy -16 k f'AUL \N EXPIRES: 12/31/2016 August 7,2015 4 i mil ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/162015 BEFORE USE. I Design valid for use only with MiTek connectors.The 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 Mlj@k- 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,PSB-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 Citrus Heights CA 95fit n Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. EMI Dimensions are in ft-in-sixteenths. •%, Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1/16" 4 wide truss spacing,individual lateral braces themselves mayrequire bracing,or alternative Tor I � ., p braing should be considered. °C:17 3. Never exceed the design loading shown and never ��� U � U stack materials on inadequately braced trusses. o_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O C7 8 C6-7 C5-6 Or designer,erection supervisor,property owner and plates 0-144'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless not exceed 19%at timet of fabricationure content . PRODUCT shall PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! IPIndicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. tilMiail, reaction section indicates jointIIIIIM number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM.11 .. 18.Use of green or treated lumber may pose unacceptable PE:L-4 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 mit MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-D NH GABLE AT GARAGE ROOF DESIGN INFO 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: K1345903 thru K1345942 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. PR Opess 444 NGINEFR /� c 89782PE pf Y0 , OREGON �'' k PA U LA.x-PMES: Mate— August 10,2015 Rivera,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 ANSI/TPI 1. 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 TC: 2x9 KDDF #1bBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(-730) 1837 3- 8=( -170) 250 2x6 KDDF #16BTR T2 2- 3=(-2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF #108TR LOADING 3- 4=(-2678) 900 9-10=(-642) 1513 8- 5=( -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1856) 693 5- 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1911) 736 9- 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 24'- 8.5" V 6- 7=( -126) 150 6-10=(-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"0C. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 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"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -647/ 2486V -175/ 3060 5.50" 3.98 KDDF ( 625) 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. OVERHANGS: 12.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 en For hanger specs. - See approved plans 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 = -0.059" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL = -0.118" @ 13'- 3.8" Allowed = 1.586" MAX HORIE. LL DEFL = -0.023" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.035" @ 24'- 5.0" 7-11-11 16-08-13 Design conforms to main windforce-resisting 1' -r I system and components and cladding criteria. 3-11-08 / 4-00-03 5-04-02 5-06-09 5-10-01 / 1 £597.304 . I f Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, 12.00 7 ::1,4-6x6 -M-6x6 M-3x6 Truss designed for wind loads 5 6 7 in the plane of the truss only. ME AM I ,25X3qA\Ya p00co • �1 9 10 I 0.25" M-3x6 M-3x8 oM-4x6 M-7x8(S) y 7-07-08 y 8-05-10 8-07-06 y ,ci PRQFCSS 11-0151.00 24-08-08 1 C}CatIVE /�15 89782PE <' i' JOB NAME : 7-D POLYGON 7-D NH - Al ,--/- ,------,--t. .--->-- Scale: 0.2535 / G _ WARNINGS: GENERAL NOTES, unless otherwise noted: e' �to "" 1.Builder and erectioncontrador should be advised of ate General Notes 1,This design Is based only upon the parameters Moven end is for an individual ,y? OREGON h Truss: Al and Warning.before construction commences building component.Applicability of design parameters and proper �/!- p a ' 2.2e4 compression web bracing must be'Walled where shown+. incorporation of component is the responsibility of Me building designer. �..ey- V/it `_ G VV f\h 3.Additional temporary bracing to Insure stability during construction 2.Design and sI t E the tap and bottom unlessshob to be laterally braced at 77 'l �! J Is the responsibility of the erector.Additional permanent bracing of T el and at 18'o.e.respectively*mod braced throughout their length by continuous sheathing such as wing sheet where and/or drywell(BC). ii* '. A I 'L �- DATE: 8/10/2015 the overall strath.e Is the responsibility of the building designer. 3.2e Impact bridging or lateral bmdng required where shown++ a"'1 V 4. SEQ.: K1345903 4.No toad should be applied to any component until after all bracing and 4.Installation of toes lithe responsibility espenleebil isNyaf t.rrspecroeN. dor.environment, fasteners are complete and at no time should any loads greater man end e e assumes ussen•re to be TRANS I D: LINK design kala be applied Many component. 8.Design assumes full bearing at an supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the eesary. EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished willed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI WI CA in SCSI,copies of which ON be fumhhed upon request. lines coindde WM Hint center lines. 9.Digits indicate size of plats in Inches. MiTek USA,Inc./Compulrue Software 7.6.6(11)-E 10.For basic connector plate deNgn values see ESR-1311,ESR-1988(MITek) 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: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(-565) 881 2- 8=( -205) 200 2x6 KDDF #laBTR T2 SPACED 29.0" O.C. 2- 3=(-1086) 909 8- 9=(-923) 891 8- 3=( -105) 453 BC: 2x6 KDDF #1aeTR WEBS: 2x4 ROOF STAND; 3- 5=( 61 0 9-10=(-300) 639 8- 9=( -289) 90 LONDIOG 3- 6=( -736) 331 5- 6=( -228) 238 204 ROOF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -789) 324 9- 6=( -118) 556 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -127) 199 6-10=(-1049) 376 TC LATERAL SUPPORT <= 12"OC. LION. TOTAL LOAD= 92.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PIP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1095V -165/ 291H 5.50" 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 29'- 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 80N11, 2; DrsiEs rhPrknd for net(-5 psf) uplift at 29 "Or spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.026" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL = -0.099" @ 13'- 3.8" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.011" @ 29'- 5.0" MAX HORIZ. TL DEFL = 0.016" @ 24'- 5.0" 9-11-11 14-08-13 f Design conforms to main windforce-resisting 3-11-08 3-09-12 2-02-07 3-04-02 5-06-09 5-10-01 system and components and cladding criteria. T T T f- 12 Wind: 140 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 load duration factor=1.6, End vertical(s) areexposed to wind, M-4x6 Truss designed forwind loads in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 J�0 -, FA4\1 W 1 of M-1.5x3 0 0 ti 1 0 0 co r1 o /u) 1«. 8 , / 9 o M-3x9 M-3x8 0.25" M-3x4«lo [.� M-7x8(S) �0) PRpFF .. y 7-07-08 y 8-05-10 y 8-07-06 y Cov,� �GINF, �% . l 24-08-0e .1' 4c,,7 8,782 P E pt- JOB NAME : 7-D POLYGON 7-D NH - A2 /A/ f%A V Scale: 0.2363 J GREG©I V (y) WARNINGS: GENERAL NOTES, unless otherwise noted Y�res'"" �s., Truss: A2 1.Builder and eredmn contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is toren individual �� �� V ��.5 end Warnings before construction commences. building component.Applicability of design parameters end proper '[ 2.2a4 compresalon web bracing must be Installed where shown«. incorporation of component h the responsibility of the building design.,. -{ 3 Additional temporary bracing to Insure stebuly du og construction 2.Design assumes the lop end bottom chords to be laterally braced at hA ��41 is the responsibility of the erector.AddMbnal permanent bracing of T o.c.and e1 70'a.c.reach Ce ply unless braced throughout their length by /"" IJ L DATE: 8/10/2015 the overall structure h the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). g 3.2i Impact bridging or lateral bracing required where shown«« SEQ.: Ki3 4 5 9 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the reapectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, y�j C��''rr TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. EXPIRES 12/31/2016 5.CompuTrua has no control over and assumes no responsibility for the 8.Design assumes Ng bearing al all supports shown.Shim or wedge If August 10,2015 fabrication,handling,shipment and isWallatlon of components. necessary. 8.This design h furnished subject to the limitations sal faith by 7.Design assumes adequate drainage Is provided. 8.Plates shell be located on both laces of truss,and placed so their center TPIM/TCA in 13051,copies of which will be furnished upon request. Mmes coincide with)lint center lines. MiTek US iCom uTrus Software+7.6.6-SP1 1 L E 9.Digits indicate size of plate In inches. A')soP ( 1a For basic connector plate design values sae ESR-1311,ESR-19813(MITek) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 488 1- 7=(-289) 938 7- 2-) 0) 277 5-10=(0) 279 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -871) 603 7- 8=)-289) 936 2- 8=(-476) 334 WEBS: 2x4 KDDF STAND 3- 4=( -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 LOADING 4- 5=( -874) 604 9-10=(-216) 789 8- 4=(-189) 177 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 489 10- 6=(-215) 791 4- 9=(-197) 401 BC LATERAL SUPPORT <= 12"OC. SON. 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"OC UON. FOR LL = 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -162/ 1038V -302/ 302H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -162/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 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 POE. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 0-09-02 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 'f f f MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed = 1.190" 6-02-08 5-09-03 0-10-09 5-07-12 6-02-08 MAX TL CREEP DEFL = -0.055" @ 13'- 1.8" Allowed = 1.586" ,1 .I' 1' T 1' 1 MAX HORIZ. LL DEFL = 0.017" @ 24'- 3.0" 12 12 MAX HORIZ. TL DEFL = 0.026" @ 24'- 3.0" M-4x6 M-5x6 12.00 7N 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. �r�A� Wind: 140 mph, h=25.2ft, TCDL=9.2,BC DL=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 2 lik,., M o O Ia_ !Se " 11/9` x"6 0 of Vi1""o M-3x4 M-1.. 8 10 5x3 0.25" M-1.5x3 M-3x4 I M-5x8(5) M-3x4 ��yy r O rR . y 6-00-12 1 5-07-12 i os-on 5-06 l 6-00-12 y GIN E4 9 J0 y 24-08-08 ti /89782PE r JOB NAME : 7-D POLYGON 7-D NH - A3 =R`=v:7 Scale: 0.2326 .+ - \- WARNINGS: GENERAL NOTES, unless otherolse noted ., OREGON 1.Builder and erection contractor should be advised of aN General Notes 1.This design is based only upon the parameters shown and Is for en individual ?A OR kr O t'�., Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters end proper 6, (}SJ 2.204 compression web bradng must be installed where shown". incorporation of component la the responsibility of the building designer. v.[7 y .i l VV 3.Additional temporary bracing to insure stability dung construction 2.Design and Sl i Ps the top end bottom chords to be laterally braced at a"I I \ Is the responsibility of the erector.Additional permanent bracing of T o.c, al 17 o.c.raspedNety unless braced throughout Meir length by �*k .140 , continuous sheattI g such as plywood sheathing/7C)and/or drywall/13C). Pq.U t- ,- DATE: 8/10/2015 the overall structure la the responsibility of the building designer. 3.91 loped bridging or lateral bracing required where shown a• 4.Na load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respedNe contractor. SEQ.: K 13 4 5 9 0 5 fasteners are complete and at no time should any loads greater then 5.Design assumes hisses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any oampanerd. and are condition"g a e ppo wedge 5.CampuTrus has no control over and esaames no responsibility for the 6.Design fun beads t n as rte shown.Shim or wed 6 EXPIRES: 12/31/2016 scary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shall be bested on both feces of inns,and placed so their center TPINJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6))L(-E to.For basic connector plate design values see ESR-7371,ERR-1968(MITek) 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: 2x9 KDDF #118TH LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 414 1- 9=(-347) 821 2- 9=(-273) 253 7-14=(-1323) 435 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=) -981) 465 9-10=) -5) 16 9- 3=( -68) 342 14- 8= -114) 68 WEBS: 2X9 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- 6=( 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=( O) 257 NOTE: 2x4 BRACING AT 24"OC 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/ 2826 5.50" 1.67 KDDF ( 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) 0-09-02 1 �� ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc sbacipg. 11-11-11 0-09-'02 8-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 1 ' 'f '( MAX LL DEFL = 0.038" @ 14'- 8.5" Allowed = 1.190" 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.016" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" 10-00 1' f Design conforms to main windforce-resisting 12 4 5 12 system and components and cladding criteria. 12.00 7 M-5x6 ''c-,I12.00 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads f0�1*� in the plane of the truss only. M-1.5x3 z IIIIIi\lih illi 1 • M-5x10 M-1.5x3 8 - bWMMMMIllI N O I no ro 13 *"14 1'* 9 10 • 12 M-1.5x3 , M-3x4 M-3x8 M-1.5x3 O M-3x4 M-5x8 l ,1 , ' )' l 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 y y y y 15-01-12 j y 9-06-12 y r 16-01-08 0-11-12 8-07 y ., .04G NS'&-„CT�t,�r0... ), 24-08-08 , , a9782PE 1- JOB NAME : 7-D POLYGON 7-D NH - A3V /':,)m( Scale: 0.1910 fr� `"-"`T.e " .- ^-...._ / WARNINGS: GENERAL NOTES, unless tithe otherwisenoted: �.�OREG©IV Truss: A3V Builder and erection ceMradar should be advised ore General Notes This design gsetup based only upon y a design aro shown and is toren Individual yJ/y� s1~, and Warnings before construction commences building component.Applicability of design parameters and proper 2,2114 compression web bradng moat be Installed where shown*. incorporation of component la the roaponsiblley of the building designer. „�y� f j'/4/3y ��. � � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom Marta to be laterally braced at 77 Is the responsibility of the erector.Additional permanent bracing of 2 o.a end at 10 o.c.reapectmely unless braced throughout their length by bb '- DATE: 8/10/2015 the overall structure is the responsibility continuous sheathing such as plywood sheething(Te)and/or drywall(BC). /`'q t of the building sit er. 3 24 Impact bridging or lateral bradng required where Mown s+ SEQ.: K 13 4 5 9 0 6 4.No bad should be applied to any component until seer all bracing and 4.Installation of truss Is the responsibility of the respective conbedor. fasteners are complete and at no time should any mads greater than 5.Design eseumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dg eandElon"of ace. 5.Compuirus has no control over and assumes no responsibility for the B.Design assumes mil bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. tie7.Design as. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedsumes uate drainage on both fecesis o twast,and placed so their center d. August 10,2015 TPBViTCA in SCSI,copies of which will be fumiehed upon request. linea coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6, iL S.Digits Indicate Alza of plate in inches. p )'E 10.For basic connector pate de=ign values gee ESR-1311,ESR-11388(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #163TR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=) -379) 196 BC: 2x4 KDDF 016BTR SPACED 24.0" O.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) 637 5-12=1-1323) 341 LOADING 4- 5=(-1029) 321 9-11=(-282) 957 3- 9=) -88) 98 12- 6=( -114) 68 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -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/ 2B1H 5.50" 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -144/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. 9-11-11 4-09-02 6-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T T T f MAX LL DEFL = -0.031" @ 14'- 8.5" Allowed = 1.190" 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed = 1.586" 1 1 T 1 1 MAX HORIZ. LL DEFL = 0.015" @ 24'- 5.0" 12 12 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" M-5x6 M-4x6 12.003 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4AA,4, Wind: 140 mph, h=24.2ft, 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-1.5x3 III 2 M-5x10 M-1.5x3 6 .Adl 40...„ , , , N oI 01 o _ _ ^, 1 11 *12 ro M-1.5x3 M-3x4 a 1" 7 8 10 I I M-3x4 M-3x8 M-1.5x3 0 M-5x8 y ) l l ) l 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 y k l 15-01-12 9-06-12 y i .1 y ��0) P R Qp8 16-01-08 0-11-12 8-07 24-08-08 89782 PE � JOB NAME : 7-D POLYGON 7-D NH - A4 % 'may -�� Scale: 0.2398 r" �'"`•" / �l r -- _ WARNINGS: GENERAL NOTES, unless otherwise noted C., / y 1.Budder and erection cantractor should be advised of all General Notes 1.This design l based only upon the parameters shown and is for an Individual -sAA-OREGON n'°- Truss: A4 and Warnings before oeeaoactien commences. building component.Applicability of design parameters and proper Q!/. Y5 yQ 2 2a4 compression web braung must be Installed where shown+. incorporation of component k the responsibility of the bulMing designer. A V y A y 4' '_, 3.Additional temporary bracing b Insure stebllny during canstruetlon 2.Design assumes the tap and bottom chords to be laterally braced at r 't o Is the reaponsiNdly of the erector.Additional permarrent bracing of T o.c.and al 10 o.c.respectively unless braced throughout their length by `V continuous sheathing such as plywood shoe stn(TC)and/or drywan(BC). PA 1 i L �' DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown+* v 1- SEQ.: K1345907 4.No load should be applied to any component until after all bracing and 4.Designassumesfir sI Is the are the Ababa lssdf ty of the o neepe wive e contractor.env , fasteners aro complete and at no time should any beds greeter Than Desand are for"dry condition'of use. TRANS I D: LINK design bade be applied to any component. 6.Design assumes fun bearing at all supports shown.Shim or wedge If 5.CompuTrue hes no control over and assumes no responsibility for the eie,ry. EXPIRES:' 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TPINVTCA in SCSI,copies of which win be furnished upon request. Knee coincide with feint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1 L).E to.For basic connector Hate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR; 16-06-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16-00-00 1- 2=( 0) 80 2-10=( -742) 2862 10- 3=( -670) 2594 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3= 1= 1324) 5000 10- 3296) 936 BC: 2x12 KDDF #16BTR (-4114) 1126 10-1 (' 4=(- 3- 4=(-2862) 818 11-12=(-1768) 6792 4-11=( -510) 2268 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5240) 1480 12-13=(-1768) 6792 11- 5=(-2312) 608 LL - 25 PSF Ground Snow (Pq) 5- 6=(-6112) 1682 13-14=(-1512) 5880 12- 5=( -484) 2284 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 3'- 5.0" V 6- 7=(-3874) 1054 14- 8=( -948) 3874 5-13=(-1238) 304 BC LATERAL SUPPORT 72"00. UON. TC UNIF LL( 67.7)+DL( 19.0)= 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5544) 1460 13- 6=( -486) 2168 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 13'- 1.5" TO 16'- 6.5" V 8- 9=( 0) 80 6-14=(-3096) 888 BC UNIF LL( 0.0)+DL( 27.1)= 27.1 PLF 0'- 0.0" TO 16'- 6.5" V 14- 7=( -900) 3576 NOTE: 2x4 BRACING AT 24"00 UON. FOR BC UNIF LL( 283.9)+DL( 193.0)= 476.9 PLF 9'- 0.0" TO 16'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 3'- 5.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 13'- 1.5" 0'- 0.0" -889/ 3254V -92/ 92H 5.50" 5.21 KDDF ( 625) OVERHANGS: 12.0" 12.0" ADDL: BC CONC LL+DL= 2757.0 LBS @ 8'- 0.0" 16'- 6.5" -1291/ 4972V 0/ OH 5.50" 7.96 ROOF ( 625) ( 2 ) complete trusses required. Join together 2LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL n h d r ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. q' nails staggered t: 9" ac in 1 row(s) throughout 2x9 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL= -0.001" @ -1'- 0.0" Allowed= 0.100" 9" oc in 3 row(s) throughout 2x12 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.043" @ 8'- 3.2" Allowed = 0.781" 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.115" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL - -0.001" @ 17'- 6.5" Allowed = 0.100" *** HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.001" @ 17'- 6.5" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.008" @ 16'- 1.0" MAX HORIZ. TL DEFL = 0.016" @ 16'- 1.0" Design conforms to main windforce-resisting system and components and cladding criteria. 3-04-11 9-09-02 3-04-11I I T T Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-04-11 2-01-07 2-09-02 2-09-02 2-01-07 3-04-11 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS)Dir), T f ' fload duration factor=1.6, 88.10# 488.10# Truss designed for wind loads 12 M-4x8+ 12 in the plane of the truss only. 12.00 7M-4x8 M-3x5 M-3x8 M-3x5 Q 12.00 5 _e_ M mm \\\\I M-5x16- 11, . _ _ _ M-5x16 ,14,0 1,' u o _ I 10 11 12 13 14 o o I M-12x14+ M-12x20+ M-12x14+ M-12x20+ M-12x14+ • o y y y *"" 42)7574 y y y ii\ORc OfiF 3-02-04 2-07-06 2-05-10 2-05-10 2-07-06 3-02-04 w� . 0ti' l l l l Gj 4G1NE4` r' 1-00 16-06-08 1-00 �~ 'v 6) OJl,, 4 89782PE fir" JOB NAME: 7-D POLYGON 7-D NH - B1 ` 'f' ---- � --.... ..._ _ Scale: 0.3432 d 1's' /)WARNINGS: GENERAL NOTES, unless othenvlae noted. :/'9/5).. 1j4-Vl-1E1:7V1V c;-.'�-a Truss: B 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 ler an Individual T[y Y/V'�}� and Warnings before construction commences. building component Appliceblltty of design parameters and proper T�T 'l -16 2.2744 compression Web bradng must be Installed where shown 4. Incorporation of component Is the responsibility of the building designer. [� -t 3.Additional temporary bracing 10 Insure stability during construction 2.Design assumes the lop and bottom chords to d t laterally brecetl at /�' �� �1V is the responsibility of the erector.Additional permanent bracing of 2 ow.and at i 0 o.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 2tt Imp continuous sheathing inor such es acing re reqshuired whereshown a srywati(BC). SQ.1 4.No load should be applied to ng and3.In Impact bridging Is lateral bracing ry of the where shown+ E K 13 4 5 9 0 8any component amu after wed 4.Installation m truss Is the responsibility of the r.epedne contractor. fasteners are complete and at no time should any loam greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK daMgnaaesbeapp5edteany emponen, andarerer"dtycondben"of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility/or the 8.Dee sigassumes fust bearing at all support.shown.Shim or wedge If August 10,2015 fabrication.handling,shipment and Installation of components. ry' 6.This design Is furnished subject to the Ilmitetbns eel forth by T.Design assumes adequate drainage le provided. 8.Plates shell be located on both faces of truss,and placed so their center TM/MA In SCSI.copies of which will be furnished upon request. lines coincide with joint center linea. MITek USA,Inc./CampuTrus Software 7.6.6(1L}Z 9.Digits Indicate size of plate In Inches. 70.For basic connector plate design values see ENR-1311,ESR-1888(MITek) 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 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 78 2-5=(-82) 123 3-5=(-268) 113 BC: 2x4 KDDF II14BTR SPACED 24.0" O.C. 2-3=( -90) 83 5-6=( D) 0 WEBS: 2x4 KDDF STAND 3-4=(-134) 32 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0),DL( 7.0) ON TOP CHORD = 32.0 PSI' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 1'- 0.0" -129/ 997V -44/ 77H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -136/ 19V 0/ OH 1.50" 0.03 KDDF ( 625) 3'- 5.0" -52/ 35V 0/ OH 5.50" 0.06 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 1' 1' MAX LL DEFL = -0.016" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.021" @ 0'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed = 0.048" MAX TC PANEL TL DEFL = 0.012" @ 1'- 8.6" Allowed = 0.072" 12.00 P7 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" -1 MAX HORIZ. LL DEFL = -0.035" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.042" @ 1'- 10.9" M-1.5x3 3 '� 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, CD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I N load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. i f N o 5 E0 �. O M-3x4 M-1 5x3 y Y 2-05 } l ; 1-00 3-05 (PROVIDE FULL BEARING;Jts:5,4,6 =; .�•yGINE R /Q2"V ,, -8 782PE <" JOB NAME : 7-D POLYGON 7-D NH - BJ1 /- %7 .. r-- Scale: 0.6225 '� �"'` WARNINGS: GENERAL NOTES, unlaasotherwbe noted' LIp j�('� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual /�.. 174,OR E G ON C3 Truss: BJ1 and Warnings before construction commences building component.Appnwbmry of design parameters and proper Aj? Ir �,`'� 2.2e4 compression web bracing must be installed where shown v. incorporation of component la the responsibility of the building designer. '9 �'q A `� �(y" 3.Additional temporary bracing to Insure atebl8ly during conatrudbn 2.Design end 10 the lop and bottom Morris to be laterally braced al Is the re stMM f the erector.Additional M bracing f 2'o.c. at 10 o c reapedNely unless braced throughout their length by t { `l Spon h o permane g o continuous sheatMng such as plywood sheathing(TC)end/or drywall(BC). PA UL DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where sown.. SEQ. : K 13 4 5 9 0 9 4.No load should be applied to any component until ager all brewing and 4.Installation abuse Is the reeponalbIlity of the respective contractor. fasteners era complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non.00rroeNe environment, TRANS I D• LINK design wads be applied to any component. and are for"dry condition.of use. 5.Comp-lints has no control over and assumes no responsibility for the 6.Design assumes Ng bearing al all supports shown.Shim or wedge It EXPIRES: 12/31/2016 , fabrication,handling,shipment and installationofcomponents. 8.Design tesehoassumes adequate drainage isprovided. August 10,2015 6.This design is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI.copies of which will be furnished upon request. lines coincide with Ohl center Has. 9.Digits Indicate size of plate In inches.. MiTek USA,Inc.IConlpuTruS Software 7.6.6{1L)-E to.For bask connector plate design values see ESR-1311.ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 29-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2933) 926 1- 8=(-683) 1898 2- 8=(-167) 242 10- 5=( 0) 516 2x6 KDDF #168TR T2 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-1918) 729 9-11=( -24) 63 8- 4=(-687) 402 6-12=( 0) 904 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-2269) 926 10-12=(-817) 2264 9- 4=(-160) 229 12- 7=( -571) 1777 2x6 KOOF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1385) 581 12-13=( -56) 99 9-10=(-791) 2222 7-13=(-2679) 915 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 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LI.) 50.0)+DL( 14.0)= 69.0 PLF 20'- 4.5" TO 29'- 8.5" V 11-10=( 0) 126 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+OL( 50.0)= 50.0 PLF 0'- 0.0" TO 29'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"OC UON. FOR TC CONC LL( 466.7)+01( 130.7)= 597.3 LBS @ 20'- 4.5" 0'- 0.0" -632/ 2942V -176/ 229H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 29'- 8.5" -870/ 2757V 0/ OH 5.50" 4.91 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. approved plans ICOND 2• D he k d v tf-s f) 1'ft t 29 " 'fig. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.062" @ 11'- 11.4" Allowed = 1.190" MAX TL CREEP DEFL = -0.125" @ 11'- 11.4" Allowed = 1.586" MAX HORIZ. LL DEFL = 0.026" @ 24'- 5.8" 7_11_11 MAX HORIZ. TL DEFL = 0.042" @ 24'- 5.8" 12-05-02 4-03-11 '( T . Design conforms to main windforce-resisting 3-11-08 4-00-03 ,,// 3-11-11 4-02-02 4-05-12 4-01-04 system and components and cladding criteria. 1' 1 4597.30# 4' ' 4697.30# T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 12.00 V M-3x8 M-3x4 N 12.00 load duration factor=1.6, 3 4 5 Truss designed for wind loads pp n the plane of the truss only. M-1.5x3 M-4x6 2 ..\441 ' ' I u) I m IIIro -�� _° JGi -/ O 1* 8 9 11 71 M-3x10 M-3x4 o ea M-3x8 M-7x8 M-7x8 0 M-1.5x3 1' l 1 1 1 l 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 16-01-08 8-07 , C1GIN� 1 y ti. rpt 24-08-08 „CU R /89782PE �<' JOB NAME : 7-D POLYGON 7-D NH - A5 / 2 ;-%' Scale: 0.2519 /'l:/...\t-V\� y WARNINGS: GENERALisdesi design unteuponthe ae parameters - (�.v 41) 1OREGON Truss: A5 er and erection boer,nenadorMoultlbeadvlxtlarallGenealNoles dcnlabaseaonryapanmeparametarernswnanalarorannmvlaual alp N. and Warnings before construction commences balding component Applicability or design parameters and proper /4 (/© E 2 2s4 compression web bracing must be Installed where shown*. Incorporation of component la the responsibility or the building designer. -Y/51). ,[j� C!q` .. r V 3.Additional temporary bracing to Insure staMltty during construction 2.Design assumes the top end bottom chords to be laterally braced et 77 4.fi J is the respune6111ty of the erector.Additional permanent bracing or To.c.and et 10 o.c.reepedWety anises braced throughout their length byiir DATE: 8/10/2015 the overall structure h the responsibility aL the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywaq(BC) r,04 U t \ 3.24 Impact bridging or lateral bracing required where Mown+. 1." SEQ. : K 13 4 5 910 4.No load should be applied to any component until after all breang and 4.Installation of truss Is the responsibility of the respective contractor. 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, designbade be applied to anyand are for"dry condition.of use. .q t�.q)ry/'{.4 TRANS ID: LINKnce 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/3I/LV t 5.CompuTrus has no control over and assumes no responsibility for the 6 necewry, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 0.This design le famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek US nc. om uTrus Software 7.6.6 -Z 8.Digits Indicate size of plate In Inches. '�I /C1 L P ( ) 10.For basic connector plate design values see ESR-1311,EHR-7888(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC Refer to CompuTrus rafter detail for complete specifications. HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X9-2 DF 81&BTR TOP CHORD LL + DL = 32.0 PSF 11-02-04 4-00 T TT T M-3x6(5) PROVIDE SUPPORT 12 8.49 M-5x8 �81 M-3x6 9 M-3x6 M-3x6 9 M-3x8 rn o CD �� �p p F3 ss �uC.`� �tyGINL���FR �� y y 7-00-02 L 8 782PE �� 1-07-02 11-03-12 -. y y / =, r7 19-11 6.-'4',)//7c\ JOB NAME: 7—D POLYGON 7-D NH — AR Scale: 0.3519 4' h'�) WARNINGS: GENERAL NOTES, unless othervdse noted �+ f/�OREG0Ny�y�/.._. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual „spy G� V y. Truss: AR and Warnings before construction commences. building component.Applicability Si design parameters and proper 7 Y'" s II 2.204 compression web bracing must be Installed where shown+. incorporation of component b the rosponsibAAy of the building tlesigner. +4, I 3.Additional temporary bracing to Insure stability during construction 2.Desitin assumes the lap and bottom chords to be laterally braced at PA t [r�\ 2'o.c.and at 10 0.r..respectively unless braced throughout their length by A L+, D is the responsibility of the erector.Additional permanent treeing of continuous sheathing such as plywood aheethbg(TC)and/or drywaA(BC). DATE; 8/10/2015 the overall structure Is the responsibility of the balding resigner. 3.2t Impact bridging or lateral bracing required where Mown++ SEQ.: K 13 4 5 911 4.No road should be applied to any component until after all bracing and 4.Installation of trues asth.responsibility o sena respective contractor. 1, �/ /�A Y� y��^{{ fasteners are compete and at no Bee should any loads greater than Design asearn EXPIRES: 12/3112016 design bads be applied to any component. end are far"dry wntlltbn"of use. TRANS I D: LINK 5.CompuTrus be.no control over ata assumes no responelb lity for the R Design assumes MA bearing at al supports shown.Shim or wedge If August 10,2015 M.M8ry. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate (riceed ne othl a provided. This design is furnished subject to the limitations set forth by g.Plates shall locatedlbe located on both ecce.of Wu,and placed so their center TPI/TCA in SCSI.copies of which ha be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z II.For basic connector plate design values see ESR-1311.ESR-1988(MITek) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3-(-159) 86 2-5=(0) 0 TC 3-4=( -49) 0 LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 6.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 3091, -58/ 1706 5.50" 0.99 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 41V 0/ OH 5.50" 0.07 KDD? ( 625) 3'- 5.0" -130/ 141V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4ig. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVFI 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 = 0.056" 12 MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.074" MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.9" Allowed = 0.283" 12.00 MAX TC PANEL TL DEFL = 0.026" @ 2'- 1.9" Allowed = 0.425" MAX HORIZ. LL DEFL = -0.001" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.001" @ 3'- 9.3" 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0' load duration factor=l.6, I Truss designed for wind loads =/, in the plane of the truss only. cr r7 /- o I ul o I 11,-- 51E7.30 0" M-3x4 1 ,6 , ,1 l 1-00 3-05 0-06-11 PROVIDE FULL BEARING;Jts:2,5,3 To PR OFt. 04GINE-4 /0 `L-" 89782PE �<" JOB NAME : 7-D POLYGON 7-D NH - BJ2 0;>-- -721) - Scale: 0.6043 f' C WARNINGS: GENERAL NOTES, Mess otherwise noted (1) Truss BJ2 1.Builder and erectioncontractor should be advised of allGeneral Notes t.This design le based only upon the parameters shown and is for an individual '.7 o REG`©N Q7.- and Warnings before construction commences. building component Applicability of design parameters and proper 2.2a4 compression web bracing must be Mean.where shown f. Incorporation of component la Me rosponelbHHy of the building designer. G .. , ri, 3 Additional temporary bracing to Insure NabI18y during construction2.Design assumes the top and bottom chorda to be laterally braced al A 6 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et ID o.c rsuch as ph unless braced throughout their length by 9/10/2 015continuous sheathing such as plywood sheathing(TC)end/or drywell(BC) 7's yr ice. the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown /"•'f., ,- DATE: ~ SEQ. : 051345912 4.No Toad should be applied to any component until after all bracing and 4.Installation Olives is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 8.Design assumes AU bearing at all supports shown.Shim or wedge If EXPIRES: I ``s,,`• 2/ 201 fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes drainage is providd. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locateduoneboth faces St truss,end placed as their center August 10,2015 TPINHfCA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center tins. 9.Digits Indicate size of plate in Inches. MITek USA,Ina./CornpuTrws Software 7.6.6(1L)-E 10.For bask connector plate design values see ENR-1311,EBR-1988(MITek) This 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: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 249 3-9=( -76) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 302V -90/ 2246 5.50" 0.98 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 9.3" -187/ 291V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -54/ 74V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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" 4 ' 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" MAX TC PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.925" ) MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 7 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=l.6, Truss designed for wind loads in the plane of the truss only. O o Co0 I 1 o M-3x4 1 y y y y �(AO p} 04- 1-00 3-05 2-06-11 No 4.9 (PROVIDE FULL BEARING;Jts:2,5,3,4 I Cka,\GI YEk' /0 1. �. 144 g782 s" JOB NAME : 7-D POLYGON 7-D NH - BJ3 • % i:_..<i - :.:7 Scale: 0.9703 '.-; ,i r WARNINGS: GENERAL NOTES, unless otherwise noted C/ /,;(;),./1\ 5' (�'' 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters drown and b for an Individual VA 'EG`✓N (��'. Truss: BJ3 and Waminga before construction commences. building component.Applicability of design parameter and proper f' ()„ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 'e'g' kr/4[�y A `' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom dards to be laterally braced et al ��/ Is the responsibility f Iha erector.Additional M brace f T o c and at 1 fy c.c.reapectNely unless braced throughout their length by I:).44 /++�s (�. a permanent ng o continuous sheathmg such as plywood sheathing(TC)andfor drywall(BC). " /""�1.) '�`� DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ W 4.No bad should be applied to any component until alter all bracing end 4.Installation of truss b the responsibility of the respective contractor. SEQ.: K 13 4 5 913 fasteners are complete and at no time should any loads greater than 5.Design assumes trusties are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any oomponant. and are ueumes condition'9 use. supports wedge 5.CompuIre has no control over and assumes no responsibility for the B necessary. NA bearing 1 11 su ria shown.Shim or wed If EXPIRES:: 12/31120'1 6 nary. + fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage lprodded. August 1 0,2015 B.This design Is furnished staled to the limitations set form by B.Plates shag be located on both faces e of truss,and placed so their center TPIANTCA In SCSI,moles of whkh wit be furnished upon request. lines colndde with joint 9.Digits indicate Was of center terInches. . MiTek USA,Ina./CampuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(6:756) 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: 2x9 REEF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-937) 346 3-4=(-172) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -49) 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 = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -8/ 288V -118/ 302H 5.50" 0.46 KDDF ( 625) 3'- 2.2" 0/ 31V 0/ OH 5.50" 0.05 KDDF ( 625) 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 lOPSP LIVE LOAD. TOP 'GOND. 2: Design checked for net)-5 nsf) unliff at 24 "occf vpa }g. 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" 4 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 = 0.079" 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 Design conforms to main windforce-resisting 12.00 [ system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 7 in the plane of the truss only. 0 3 I coo o M-3x4 y y y y � Q; D PR pF�0 1-00 3-05 4-06-11 /-� 'PROVIDE FULL BEARING;Jts:2,6,3,4 ' �'. 61 c " �VI N E�` � I? tJ1y_ `.0 897827E -72..„. JOB NAME : 7-D POLYGON 7-D NH - BJ4 ��/,i=-.. . Scale: 0.3997 / WARNINGS; GENERAL NOTES, unlesssethenrse noted, (,"r OREGON 1.Buller and erection contractor Mould be advised of al General Notes I.This design Is based only upon the parameters shown and Ie for an individual d •• "S OREG ONI �N. Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper fI ,1}/', C6c 2.2x4 compreWon web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. .11 C/A `- iG ✓ a�'�. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap dna bottom des br to be laterally braced et 7 'l Y J L:i- IS Me responsibility or the erector.Addftlonal permanent bracing of continuous T so.and at 10 o.c.each as ply unless braced throughout their length by \‘',1 Y DATE: 8/10/2015 the overall ahudure k the reepondblty or the building designer. 3.2a Impact bridging or lateral bracing o rd equired where shown and/or drywae(BC). SA U L -�}. SEQ. : K 13 4 5 914 4.No bad should be applied to any component until after all bracing and 4.Installation dimes Is Me responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design easamee trusses are to be used In a non-corrosive envhonment, TRANS ID: LINK design bads be applied to any component. end are or"dry condition.of use. y f} 12/31/2016 rj �/�4 " 5.CompuTrus has no control over and assumes no responsibility for the 6 nDe egaa assumes Ng bearing at all suppose shown.Shim or wedge If + EXPIRES. 1 2/31/20 t 6 fabrication,handling,shipment end Installation of components. 7.Design ssumes adequate drainage is provided. August 10,2015 6.This design is furnished sub)ed to the limitations set forth by 8.Plates shall be located on both feces or truss,and placed so their center TPVWfCA in SCSI.copies of whkh will be fumlehed upon request. lines celndde with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L E 0.Digits indicate size or plate in Inches. P ( (- 10.For bade connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 9-09-10 FOR 3-5-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 Truss designed for 9x2 outlookers. 2x4 let—ins CHORDS: of the same size and grade as structural top LOADING chord. Insure tight fit at each end of let—in. 214-2 DF #16BTR TOP CHORD LL + DL = 32.0 PSF Outlookers must be cut with care and are permissible at inlet board areas only. 4-00 12 8.49 17 PROVIDE SUPPORT 12 8.49 M-5x8 #10 7M-3x6M-3x8 M AT NON—STRUCTURAL MEMBERS. 0 I 000•010„....... ul 0 O rRop+k 5 GINE R ,. l 1-07-02 y 4-09-10 y 6-10 1 �,� l 1 897$2PE c-- 13-02-12 ,,,,c /' / JOB NAME: 7—D POLYGON 7—D NH — BR . //'/,' —. Scale: 0.4868 ' (..e >ti�WARNINGS: GENERAL NOTES, urge.s otherwise noted: 11. 9/lj �"�Nt1,9 :ci- t.Bulkier and erection contractor should be advleed or all General Notes 1.This design h bawd only upon the parameters shown end le for an individual 11/944.. 9 /ipty Ate+ V<�♦ Truss: BR and W.mlngs before construction commences. building componentApplicability of design parameters and proper J 2.2x4 compression web bredng must be installed where shown*. Incorporation of component lathe responsibility of the building tleelgner. 3.Additional temporary bracing to Incurs stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at /'s/� -CS`� lathe responsibility of the erector.Additional permanent bracing or T o.c.and al 17 o.c.respectively unless braced throughout their length by AUL `` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.Dr Impact bridging of lateral bracing required where shown* SEQ.: El3 4 5 915 4.Ne load should be eppied to any component ants after all bracing end 4.Installation of truss la the responsibility or the respective contractor. fasteners are complete and al no time should any loads greater than s.Design assumes trusses ere to be used Ina noncorrosive environment, design bade be applied to any component. and are for'dry condition.of use. EXPIRES: 12/31/2016 TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes NA bearing et all supports shown.Shim or wedge If August 10,2015 fabrication,handling,shipment and installation of components. fs see 6.This design Is furnished subject to the limitations wt forth by T.Dates assumesaded on othifagebprovided. r 6.Ines snap be bolted on beth laces of trues,and placed w their center TPU'MCA In SCSI,copies of which wR be Nmlehetl upon request. Riga colddde with Jat plate in Inches 9.Figitsarb Isis con ecer intoinign values MiTek USA,Inc./CompuTrus Software 6.2.3(iL}Z 10.Far basic connector piste design values cos ESR-1311,ESR-7 988(MITek) This 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/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-439) 1626 3-10=(-174) 244 BC: 2x6 KDDF #16BTR WEBS: 2x4 KDDF STAND 2- 3=(-2523) 714 10-11=(-466) 1766 10- 4=( -68) 697 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 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1631) 584 6-11=( -58) 677 BC LATERAL SUPPORT <= 12"OC. OON. TC UNIF LL( 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"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -523/ 2249V -217/ 217H 5.50" 3.60 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 22'- 0.0" -527/ 2257V 0/ OH 5.50" 3.61 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4g. 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" 7-11-11 MAX LL DEFL = -0.046" @ 11'- 0.0" Allowed = 1.054" 6-00-10 7-11-11 MAX TL CREEP DEFL - -0.092" @ 11'- 0.0" Allowed = 1.406" f f f f MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 4-00 ,r 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 597.30# 597.30# MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 2 M-4x6 M-4x6 12 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" 12.00 M-3x4 N 12.00 Desi 8Design conforms to main windforce-resisting Jit O` system and components and cladding criteria. EMEMMIIIMMEMEME �/ v Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 :4-1.5x3 Aillfill • 01 O ,,I1 /2JIIIIMIMIIIMIMIMIMII.16dMMIMNI...,,..„,..,,,......,,.,,....,.--- \ li, 10 11 O M-3x6 M-3x8 M-5x6(5) M-3x8 M-3x6 0 y y y l 7-08-08 6-07 7-08-08 y y >• t P R pFFk9 10-00 12-00 i-ooy 22-00 y y C.\• .. - 4'. 61/0 /0 1-00 ,.--- „_-4,/ f 89782PE �I- JOB NAME : 7-D POLYGON 7-D NH - Cl //� it - %f Scale: 0.2557 rN 96 ,�_/\__ WARNINGS: GENERAL NOTES, unless otherwise noted ....i Truss: Cl I.Builder and erection contractor should be advised oral General Notes t.This destgn is based only upon the parameters shown and h for an individual ".7 OREGON N. and Warnings before construction commences. building component.Applicability of design parameter.and er pro 2 2a4 compression web bradng must be installed where ahovm+, incorporation of component la the responsibility o!the building Eeelgner, .may �. {}1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 7� `. Is the responsibility of Me erector.Addplonel permanent bracing o! 7 o c.and at 1 P o.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 24 Imp continuous sheathing bridging or etch ea plywood hared where TC) andbr drywep(BC). l`s vs U t ` 3.In Impact bridging or there)prating required the where showo+a ("'f., SEQ.: K 13 4 5 916 4.Na sad should be applied to any component until a8er all bracing end 4.Installation of trues is the responsibility of the reaped Ne contractor. fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are to be used Ina renconosle environment, TRANS ID: LINK design loads be applied to any nempenes and are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design.formes NR bearing at all supports shown.Shim or wedge If EXPIRES: PIR G/J /20 fabrication,handling.shipment and Installation of components. necessary. 7.Desigd. 8.This design is furnished subject to the limitations set forth by 8.Platesnshall be heassumes at duate on beth facesdrainageio truvsspsand placed so their center August 10,2015 TPIANFCA in BCSI,copies of which will be furnished upon request. lines coindde with joint center lines. MiTek USA,Inc./Com UTnls Software 7.6.6(1 L 0.Digits Indicate hue of plate In inches. p )E' 70.For basic connector plate design value.see ESP-1311,108-1989(Mi7ek) 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: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-12=(-163) 752 3-12=(-196) 181 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1049) 364 12-13=(-101) 658 12- 4=(-141) 383 WEBS: 2x9 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"OC. UON. LL( 25.0)+IL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=( -565) 338 8-13=(-142) 382 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -565) 338 13- 9=1-196) 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=(-1099) 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 80 ___ _______________ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) 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 BRG AREA 9-11-11 �2-00-10 9-11-11 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -241/ 1038V -220/ 2200 5.50" 1.66 KDDF ( 625) '( 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 4-00 3-10-04 2-01-071T0015 3-10-04 4-00 T 4 1 k k T f g. 1-00-05 2-01-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-00 8-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" '1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7 12 MAX LL DEFL = 0.019" @ 11'- 0.0" Allowed = 1.054" 12 MAX TL CREEP DEFL = -0.035" @ 11'- 0.0" Allowed = 1.406" 12.00 V N12.00 MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" M-4x6 MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5" M-3x4 MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" fC 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2Et, TCDL=4.2,BCDL=6.0, ASCE 7-10, All (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 m 0 12 13 0 o M-3x4 M-3x8 M-5x6(5) M-3x8 M-3x4 0 y l y l 0 PRQf' 7-08-08 6-07 7-08-08 l l l � ' 10-00 12-00 \AGINSe, Sj2 y l y C . 2 7. 1-00 22-00 1-00 $97$2PEC ' %, ---.1 . JOB NAME : 7-D POLYGON 7-D NH - C2 ° ' / \ --- Scale: 0.2557 aryCy�/^r/ �I e WARNINGS: GENERAL NOTES, unless otherwise noted: 47 /f_ A�V fI ti.1 ViV [r r� 1.Bullar end eredlon contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown end la for en individual a'�y -{f AiR y. A 5 .. Truss: C2 and Warnings before construction commences. building component.Applicability of design parametere and proper ' 2.2e4 compression web bracing must be Installed where shown+. incorporation of component N the responsibility of the building tleslgner. ea 3.Additional temporary bracing to Insure NeNIHy during construction 2.Design assumes the lap and bottom chords is be laterally braced at � P'A,+L r% is the responsibility of the erector.Additional I bracing of Y o.c.and et 10•o.c.respectively unless braced throughout their length by �.1 L permanen continuous sheathing such as plywood ehealhing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: 01345 917 4.No load should be applied to any component until after ell bracing end 4.Inatalletion of truss la the responstbitity of the reeped6e coMredor. fasteners;are complete and at no time should any bads greater than 6.Design tisanes trusses are to be used in a non.00rresiue environment. EXPIRES:. 12131/ Q16. TRANS ID: LINK design bade be append to any component. andareme NII Lase.supports wedge N.CompuTras has no control over and assumes no responsibility for the s.Designn8NII bead t alas a ahwwn.shim or w. n August 10,2015 fabrication,handA shipment end installation of components. eeary ris pmen pth by 7.Destgn haNassumesadequatedrainage is truss,an 6.This design is furnished subject to the limitations set forth by 8.Plates shag be opted on both feces of Truss,end pieced so thele center TPINWCA in SCSI.copies of which MN be Nmished upon request. Inca coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-E to.For basic connector plate design values see ES11-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 842 3- 8=(-377) 399 BC: 2x9 ROOF #1RBTR SPACED 24.0" O.C. 2- 3=(-1094) 259 8- 9=(-52) 551 8- 4=(-249) 614 WEBS: 2x9 KDDF STAND 3- 4=( -987) 931 9- 6=(-93) 715 4- 9=(-299) 614 LOADING 9- 5=( -987) 431 9- 5=(-377) 349 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 259 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 80 TOTAL LOAD = 42.0 PIP OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ DRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -187/ 1038V -307/ 307H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -187/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. GOND. 2: Desisn_Cheskgd for net(-5 o51) uplift at 24 "oc soacilg. 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' 4' 4' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-07-10 5-09-06 5-09-06 5-07-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f ,r ,r ,r f MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.059" MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed = 1.906" 12 12 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" M-9x6MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 12.00 V 12.00 9.0" 4 4.2f MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5" Design conforms to main windforce-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, MWFRS(Sir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 ,,,,,,,,,/\\ rno OM-3x4 M-3x4 M-3x5(5) M-3x40 1 i 1 1 7-05-01 7-01-13 7-05-01 1 to 00 1 lz-oo 1 04 PRQpk.0 i-oo zz- Oo i -oo ,7,~N ��N � R /��° `<- 89782PE N JOB NAME : 7-D POLYGON 7-D NH - C3 /'"F/, J Scale: 0.2279 `,/ .,-."�/ .... WARNINGS: GENERAL NOTES, unless otherwise noted C✓ Trues C3 1.Builder end erection contractor Mould be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -q pRE(3ON rte*. • and Warnings before construction commences. building component Applicability of design parameters and proper / IryV 2.2x4 compression web bracing must be Installed where shown e. incorporation of component Is the responsibility of the building designer. "T1 (Jn a," �^ V 3.Additional Temporary bracing to Inure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 77 •l(.j '�J �t Is the responsibility st the erector.Additional permanent bracing of 2'o.c.end at 1C7es o.c.respectively unless braced throughout their length by V DATE: 8/10/2015 the overall elrubNre la Me re continuous sheathing such as plywood sheathing(TC)andbr dryweN(8C). PA ' +{ �` eponsibgky or me building designer. 3.2x Impact bridging or lateral bracing required where shown•* �""1 1�.!1� SEQ. : K 13 4 5 9 18 4.No load should be applied to any component until after at bracing and 4.Installation of buss Is the reepondbuity or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes mice..are to be used m a non-corrosive environment, TRANS I D•. LINK design bads be applied to any component. and are for"dry condition"of use. 5.ComWTrushas nocontrol over and assumes noresponeibiieyfor the e.DesignaswmesNNbeatingalaNwpportashoen.Shlmorwadgelf EXPIRES. 12/31/2016 fabrication,handling,shipment and installation of components. scary. 7.Design on both face isprovided. August USt 10,2015 5.This design la furnished cabled to the limitations set forth by 8.Plates shall be boat.d on bon races of truss,and placed so their center TPIANTCA In SCSI,copies of which will be finished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Intoes. MiTek USA,Ind.ICotnpuTrus Software 7.6.6)1L)-E 10.For bask connector plate design values see ESR-1311.ENR-1988(Mack) 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 16-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-) 0) 80 2-10=(-738) 3566 10- 3=( 0) 202 BC: 2x6 KDDF #16BTR 2- 3=(-5448) 1170 10-11=(-738) 3564 3-11=( -176) 204 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5194) 1226 11-12=(-706) 3548 11- 4=( -558) 2520 2x6 KDDF #2 A LL - 25 PSF Ground Snow (Pg) 4- 5=(-4102) 1088 12-13=(-666) 3598 4-12=(-2030) 592 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 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"0C. UON. BC UNIF LL( 0.0)+DL) 20.0)- 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 6- 7=(-5268) 1248 14- 8=(-936) 4756 12- 6=(-2176) 634 BC LATERAL SUPPORT 0= 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 6-13=( -612) 2622 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 80 13- 7=(-1556) 434 OVERHANGS: 12.0" 12.0" 7-14=( -530) 2578 ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0" ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J'-- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -955/ 4328V -306/ 306H 5.50" 6.93 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -1276/ 5702V 0/ OH 5.50" 9.12 KDDF ( 625) nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords,XX BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2X6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-00 11-00 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 1 f ' MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 MAX LL DEFL= 0.061" @ 14'- 1.7" Allowed = 1.054" MAX TL CREEP DEFL= -0.169" @ 14'- 1.7" Allowed = 1.406" MAX LL DEFL= -0.001" @ 23'- 0.0" Allowed = 0.100" 12 12 MAX TL CREEP DEFL= -0.001" @ 23'- 0.0" Allowed = 0.133" M-4x6 12.00 7 N 12.00 4.0" MAX HORIZ. LL DEFL= -0.015" @ 21'- 6.5" 5 MAX HORIZ. TL DEFL = 0.034" @ 21'- 6.5" *** HANGER TO APPLY CONC. ,til WARNING:TRUSS NOT PLATED SYMMETRICALLY. LOAD(S) EQUALLY TO ALL MEMBERS. MARK TRUSS PRIOR TO INSTALLATION TO ENSURE PROPER ORIENTATION AS SHOWN. Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5M-3x5 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1.111P'' ,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Al . Truss designed for wind loads in the plane of the truss only. +-Laterally brace to roof diaphragm. M-3x4 M-3x6 +-2x9 beace required rr "\ M-5x10 m of r� ' Se T ��=: I o 10 11 12 13 19 8 • 0 I / M-5x10 M-1.5x3 M-6x8 0.25" M-3x5 M-3x8 1 o o -.)4.01' - P R OF 'I , *** 2651#M-7 x, (S) )' **+2442# y �Cj ,r; �:AlNt , i-f t. 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 '�j V9 J• ; >- 89782PE r- 1-00 1-00 22-00 1-00 JOB NAME : 7-D POLYGON 7-D NH - C4 %- /\ Scale: 0.1932 'A OREGON '</3 WARNINGS: GENERAL NOTES, unless otherwise noted ,{.j, J�OREGON '..• 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is ler an Individual I�� (f//� r '(,* Truss: C4 and Warnings before construction commences. building componentApplicability of design parameters and proper �1 J 2.244 compression web brewing must be metalled where shown.. incorporation of component Is Me responsibility of the building designer. 3.Additional temporary bracing to Insure stabllny during construction 2.Design assumes the top end bottom chortle la be re ghy braced at Cti ys UL. '' NEN responsibility o!the erector.Additional permanent bracing of e'n c.and at 10 o.c,respectively unless bracW throughout their length by !"f•, 1- DATE: 8/10/2015 the overall structure h the responsibility of the bulkNn deImpact bridging or euatlbacas ng required whed sheathing(TC)re g signer. 3.2a bddging or lateral bracing roqulretl rAaro shown.. S E Ki3 4 5 919 4.Na load should be applied to any component until after all bradng and 4.!natation.ofttrues b the responsibility of the respective contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes suss".are to be used In a non-conoaWe environment, p �'+ f'A/�j.A)ry/'�.4 p design bade be applied to any component. and are tor'dry condMon"of use. EXPIRES:R'ES. 1 2/3 i/20 1 6 TRANS ID: LINK 6.Design assumes full bearing at all supporta shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. August 10,2015 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed as their center 191M/ICA In SCSI,copies of which all be furnished upon request. lines coincide c#h joint center Imes. 9.Digits indicate sire of plate in Inches. MiTek USA,Ino./CompuTlus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-"gee(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 CHORDS LOADING 2X9-2 DF 815BTR TOP CHORD LL + DL = 32.0 PSF M-3x6(5) 11-02-09 T PROVIDE SUPPORT M-5x8 1101 12 M-3x6 8.49 y y 9-02-03 M-3x6 M-3x6 I M-3x8 Pre, Ir INV PR 0 pe NGINEr6> X02 1-07-02 l y )3,7 S2PE mac` 11-03-12 JOB NAME : 7—D POLYGON 7—D NH — CR 17-01-01 y !%jam r7 Scale: 0.9082 Lee p / /^y N�' 40WARNINGS: GENERAL NOTES, unless otherwise noted 7��''...aae��'ORE-GON tri 1Ny,. Truss: C R 1.Budder end erection contractor should be advised of sl General Notes 1.This design Is based only upon the parameters shown end le Mr an individual /�� �i ` and Wamings before construction commences building component.Applicability of design parameters and proper . 2 204 compression web bracing must be Installed where shown t. Incorporation of component le the responsibility of the building designer. 3.Additional temporary bracing b Insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at �y 9i Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 70'op.respectively a vey unless braced ethic ihroug nd/their length by q I)L (1\ DATE: 8/10/2015 the overall structure Is the recontinuous sheathing such as plywood sheathing(TC)and/or drywan(BC). va eponsibSty of the building designer. 3.Di Impact bridging or lateral bracing required where shown a+ SEQ. : Ki3 9 5 9 2 0 4.No load should be applied to any component unto after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and time cnm al o e should any load:greater than 5.Design assumes busses are to be used Ina non-corrosive environment. TRANS ID: LINK design load.beapplledtoany ent. and are for"dry condition"of use. 8.OBC assumes full bearing at all supports shown.Shim or wedge EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the scary II August 10,2015 fabrication,handling.ehipment and installation of components. A.This design Is furnished esbJed to the limitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shad be Melted on both faces of truss,and placed so their center TPIIWrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1L 6.2.3 0.Digits Indicate size of plats In inches. P ( )-Z 10.For basic connector plate design values see ESR-1311,ESR-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 50 2- 8=(-224) 1261 3- B=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked fox net!-5 ssfl uplift at 24 "oc soacilg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4 4 4 T (All All aeration (Enclosed , Cat.2, Exp.B, MWFRS(Dir), 12 12 End vertical(s) are exposed to wind, 6.00 M-4x6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 \ : co / m 8 9 • 2 M-3x4 o l M-3x4 M-3x4 M-3x5(5) M-3x9 0 y y y k 7-06-03 6-11-11 7-06-03 l 12-00 l 10-00 y y ' . "ANG N c' (I 1-00y 22-00 1-00 <crCy tG R ,ct' ,89782PE t-- JOB 'JOB NAME : 7-D POLYGON 7-D NH - G1 =_i Scale: 0.2557 - .. unless otherwise notetl WARNINGS: GENERAL NOTES, ..�r� f�(� v-...... 1.Builder and erection contractor should be advised ofat General Notes 1.This design Is based only upon the parameters shown end is for en individual �7 REGONI[�p �Sr. Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4, ` 2.214 eempr.eaon web bradng meet be installed where shown.. incorporation or component la me reeponamllty arena building designer. 41 q fiY Ab 1, 3.Additional temporary bracing b insure atabuily during construction 2.Design assumes the top and bottom chords a b.lalerany breesd.t Is the responsibility f the erodor.Additional 1 bracing f 7 o.c.and at 19 o.c.respectively unless braced throughout Meir length by Jy ('� Spon lity o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). /"', ['L S s DATE: 8/10/2015 the overall ambure Is the respunsihIly or the building designer. 3.2a loped bridging or lateral bracing required where shown.. U 4.No load should be applied to any component until after all brodng and 4.Installation of trues Is the responsibility of the respedtoa contractor. SEQ.: K1345921 fasteners are complete and else Bme should any leeds greats,than 5.Design assumes susses are to be used Inanen<onesleenvironment, design loads be applied to any component. and are for"dry condition.'or use. 12/31/2016 N f'�t� ry/'{ w TRANS I D: L INK 5.CompuTrus has no control over and assumes no reeponsibiltty for the 8.Design assumes NA foes ng at ail supports shown.Shim or wedge If EXPIRES: 1 2/31/2016 fabrballon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Mates shell be bes ted on both races of truss,and placed so their center TPIN.TCA In BCSI,copies o/which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,lnc./CompuTrus Software 7.6.7(1L)-E 1a.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci},g. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 4416BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. 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 Wind: (Al mph, h=15ft, TCosed.2,8C DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UCIN. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 1' f 12 6.00 TIM-9x4 12 3 Q 6.00 di 1110111111111111111 IIIII 1111111411111 0-: . OI2 ' 9 r 1 i"l1 5 0 M-3x5(S) o M-3x4 M-3x4 J• 1 l 12-00 10-00 1-0022-00 ��� 0 ER a pF � ' 89782PE 91 JOB NAME •. 7—D POLYGON 7—D NH — GGE „,--- Via--5::::-.,f- Scale: 0.3682 /WARNINGS: --- .BoudeGENERAL 4b, unless upon hrwise eparnoted (,a.7 OREGON 1.Bulkier and erectionear cenbadar should be advised or all General Notes i.This design le bawd only upon the parameters shown and is loran Individual y,/y N� Truss: GGE and Wemmga before aonstudlon commended building component.Applicebility of design parameters and proper Z 2a4 compression web bracing mast be Installed where shown 7.,- Incorporation or component is the responsibility of the laterally bre designer. ,.�� ��a'(y. + V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom ace ba to be leterelly braced at la the responsibility of the erector.Additional permanent bracing or 2'o c and at 10 o c respectively unless braced Throughout their length by ,— DATE: 8/10/2015 the overall structure is the re sibtilt f the building designer. continuous sheathing such as pywood sheathing(TC)and/or drywati(BC). —A U t — wan y o ng a 3.zx Impact bridging or lateral bracing required where shown+a L. SEQ.: K 13 4 5 9 2 2 4.No load should be applied to any component until after all bracing and 4.Installation or buss is the responsibility or the respective contractor. fasteners are complete and at no time should any roads greeter than B.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design pads be applied to any component. and are for"dry condition"or use. 5.CampuTronow a has control over end assumes no reonalbiltiy for the 8.Design aaearn Ng bearing at all supports shown.Shim or wedge if nec ca EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design assumesedequate drainage is provided. August 10,2015 5.This design b furnished subject to the limitations set forth by 8.Plates shall be boated on both faces or(ruse,and placed so their center TP9WfCA in SCSI,copies of which x111 be furnished upon request. linea coincide with joint center Tins. 9.Digits indicate size of plate In inches. MiTek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x9 KDDF 10.6BTR SPACED 29.0" O.C. 2-3=( -7) 3 WEBS: 2x9 DF STAND; 2x9 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON 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/ 43N 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 ROOF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) • 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 LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.009" @ 2'- 9.0" Allowed= 0.159" MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed= 0.239" 3-00 MAX HORIZ. LL DEFL= -0.000" @ 3'- 8.2" ,r 1 MAX HORIZ. TL DEFL= -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 o -li ~ I , 5 =.01. O M-3x8 M-3x6 M-1.5x3 1 1 3-00 1 1 4-00 44,0 PROFt. ,ma; , N64NL ,9 . 0. �' 89782PE 1 JOB NAME : 7-D POLYGON 7-D NH - El ,,,/,,,„ ' ..��Jx� Scale: 0.6150 -17 OREGON y� WARNINGS: GENERAL NOTES, unless otherwise noted vim,�' 1.BuXder end erection contractor should be advised of all General Notes 1.This design la based only upon the perametere shown and Is for an Individual Truss: El and Warnings before construction commences. building component.Applicability of design parameter.and proper Aip Y Ab 2 2r4 compression web bracing must be Installed where shown s. Incorporelbn of component la the responsibility of the building designer. /ylr- 3.Addldonet temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at -t I"f,a Q� Is the responsibility of the aredor.Additional permanent bred f z o.c.and al 10 0.4 respectively es ely unless braced throughout their length by /"}•, `, "g o continuous sheathing such es plywood sheathing(TC)end/or drywall(BC). DATE: 8/10/2015 the overall structure Is the reapnndbll8y of the building designer. 3.2e Impact bridging or lateral bracing required where sheen++ o bad should be applied to any component until after all bredrp and 4.Installation of truss is me responsibility ire ility of the reepedcontractor. fasteners are compete and at no time should any loads greater than 5.Design assume=tresses are to be used in a SEQ. : K 13 9 5 92 3 4.Nnon-corro.Ne environment. EXPIRES: 12/31/2016 design baae be applled to any wmponem. and are ler•dry cundilion'of use. TRANS I D: LINK 5.CampuT ua has no control over and aawmes no responsibility for the S.Design assumes fug bearing al ail supports shown.Shim or wedge If fabrication.handling,shipment and m.tallellan of components. "' August 10,2015 t.Platign assumes eded en drainage is 5550,provided. 6.This design Is furnished wined to the limitations sal lest by B.Platen shat be bceted an born(aces of flies,and placed w their center TPIAATCA in BCS).copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate in Indies. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For bask connector pate design values see ESR-1311•ESR-1985(MITek) This design prepared from computer input P Pby PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=10) 0 BC: 2x9 KDDF 91&BTR SPACED 29.0" D.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HOPE BEG REQUIRED BRG AREA TC LATERAL SUPPORT 1= 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 ROOF ( 625) JT 1: Heel to plate corner = 5.25" TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) I I 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 LL DEFL= -0.004" @ 0'- 0.0" Allowed= 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed= 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" 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" 12 Desi 4.00 Design conforms to main dicaddingrcriterig system and components and cladding criteria. -/ Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, irTruss designed for wind loads in the plane of the truss only. ti t 0 4.><,. 3 X M-3x8 M-3x6 � 3-00 O P R O •4-00 \3�y1MVE�c� 'C/ <u (PROVIDE FULL BEARING;Jts:4,3,2 I /A89782 897pry P E / JOB NAME : 7-D POLYGON 7-D NH - E2 _ Scale: 0.9459 K.r' WARNINGS: GENERAL NOTES, unless otherwise noted -9 REGION Truss: E 2 1.ander and erasion connecter Should be advised of an General Notes t.This design is based ppl open me parameters parameters sheen end is for an individual � �� 16 [}� and Weminga before construction commences building component.Appllcedllty of design parameters end proper `. • 2.2x4 compression web bracing must be installed where shown+ Incorporation o/component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure elabllity during construction 2.Design assumes the lop end bottom Mottle to be laterelty braced at � la the responsibility of the erector.Additional permanent bracing of 2'o.c,and et id o.c.re rah cc plywood unless braced throughout their length by PA DATE: 8 10/2 015 continuous sheathing such as plywood Meathing(TC)end/or drywen(BC). - / the overall Nructore b the respunslbnky of building designer. 3.2a Impact bridging or lateral bracing required where shown e+ SEQ.: El3 4 5 92 4 4.No load should be applied to any component until after all bracing and a.Installation of Nuss le the responsibility of the respective contreaor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be tilted In a non-corrosWe environment, EXPIRES: �c'v TRANS ID: LINK design loads be applied to any compone . and are for'dry condklun"of use. XPIRES 12/31/2016 5.CompuTrrs has no control ever end mimes no responsibility for the 8. Design assumes NA bearing al eA eupporte shown.Shim or hedge if August 10,2015 fabrication.handling.shipment and installation of components. necessary. 6.This design Is furnished sub)sd to the Ilmiletbnit set forth by 7.Design assumes adequate drainage ie prodded. 8.Plates shall be located on both fame of truss,and placed so their center TPIPARCA in SCSI,copies of Wnlch will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate Wee of plata in inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-13t1,ESR-7988(MITek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) B0 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-18) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 287V -32/ 99H 5.50" 0.46 ROOF ( 625) 1'- 10.9" -165/ 179V 0/ OH 1.50" 0.28 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciltg. 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" 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 = 0.004" @ 1'- 0.0" Allowed = 0.197" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL = 0.013" @ 3'- 6.6" Allowed = 0.359" MAX BC PANEL TL DEFL = -0.081" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7' Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. 0 PG w1 f ! O I N 0 M-3x4 Jr y l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 �� 0D PR opes �c`5 ,4 E`GIN,h' r0.. '' 89782PE ra JOB NAME : 7-D POLYGON 7-D NH - JlSouls: 0.6125 =' '' WARNINGS: GENERAL NOTES, unless otherwise notedV�OREGON 4 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '-''�Y Off" Truss: J1 and Warnings before conehudbn commences building component.Applicability of design parameters and proper /a�� f) 2 2a4 compression web bracing must be Installed wrtiere shorn v. ,Z3- Incorporation of component la the responsibility of the building designer. "+'A fiqP�,,: 1, v '{�"v. 3.Additional temporary bracing to Insure stability during construction 2.Destgn assumes the lop and bottom chorda to be laterally braced el 7 - Isthe re stbllty of the erector.Additional permanent bracing of 2 ex.and et 1G o c respect ply unless braced throughout their length by V Stoncontinuous sheathing such es plywoodaheething(TC)and/or drywall(BC). PA 1 11 . DATE: 8/10/2015 Inc overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown a a V L. SEQ.: I0,3 4 5 9 2 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility or the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes bosses are to be used ins non-corrosPoe environment, TRANS ID: LINK deelgnloads beappiedtoany component. end0^.�wme>condition"of ce PWwedge B.Compurrua has no control over and assumes no responsibility for the B.Design assumes Mi bearingat at supports shown.Shim or i! EXPIRES: 12/31/2016 fabrication.handling,shipment and lnstelletion of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by B.Plates shell be Muted on both faces of truss,and placed so their center TPINOICA In BCS',copies of which will be Nmished upon request. lines coincide with joint center lines. g.Digits Indicate size of plate In inches. MMTek USA,InciCompuTrus Software 7,6.6(1L)-E 10.For basic connector plate design values sae ENR-1317.ESR-1888(MITek) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-4=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=1-90) 113 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -3/ 358V -61/ 1618 5.50" 0.57 ROOF ( 625) 3'- 10.9" -198/ 181V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. 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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 3-11-11 MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" f f MAX TC PANEL TL DEFL = -0.094" @ 2'- 2.3" Allowed = 0.503" MAX BC PANEL TL DEFL = -0.122" @ 4'- 1.4" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12.00 V �' �� Design conforms to main wi ndforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ti 0 o 1 V- 1111111111. CD I 1- NEEMO MEMO, '.7.. O M-3x4 1 1 l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 , ,D• PR()per, `t` 89782PE -57 v' JOB NAME : 7-D POLYGON 7-D NH - J2 / '�`4 "` Scale: 0.5625 (N ay'4-7,-- /. WARNINGS: GENERAL NOTES, unless otherwise noted: i OREGON 40 ` ""' Truss: J2 1.Builder and erection contractor Mould be advised of all General Notes I.me design Is based only upon the parameters shown end Is for an individual and Warnings before construction commences. building component.Appllcebllty of design parameters and proper 4//, (5, 0,'` 2.2x4 compression web bradng must be Installed where shown+, incorporation of component k the responsibility of the building designer. .aY� l/A�, Y V - • 3.Additional temporary bracing to Insure stability during construction 2.Desitin end l I the lop and bottom chorda to be laterally braced et 77 �1 Y J 4(V! Is the responsibility of the erector.Additional permanent bracing of 2'me. at 10 o c respectively unless braced throughout Meir length by t DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. Os Impact sheathing such l bs acing re uired where)and/or tlrywall(BC). /ir �'/y t'` + l upon y Ig g 3.In Impact bridging or the bracing required where Mown++ /"{\J Lw SEQ.: K 13 4 5 9 2 6 4.No load should be applied to any component until ager all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-conosNe environment. TRANS I D. LINK design loads be applied to any component. and are for"dry condition'of use. �s i fy ] ry/{ 5 CompuUrus has no control over and assumes no responsibility for the 6.DeeOg�assumes full bearing at all suppods Mown.Shim or wedge If EXPIRES.. 12/311201 6 fabrication,handling,shipment and Installation of components. s ry 7.Design atessassumes ceden drainage kprovided.ss, August 10,2015 e.This design is famished subject to the limitations set forth by 8.Plates shall be located on both latae of truss,and placed so their center TPHN?CA In BCSI,copies of which sIH be fumlMed upon request. ones coincide with joint center lines. MiTek LISA,Inc./Com uTrus Software 7.6.6(11.)-E B.Dlgite Indicate sire of plate In Inches. P10 For bask connector plate design values see ESR-1311,ESR-1988(34175k) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 CC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -20/ 922V -90/ 2246 5.50" 0.68 KDDF ( 625) 5'- 10.9" -193/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 121V 0/ OH 5.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.249" @ 3'- 2.0" Allowed = 0.524" j 1 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-178) 189 3-5=(-266) 256 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-267) 125 WEBS: 2x4 KDDF STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 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" -43/ 979V -121/ 2926 5.50" 0.77 KDDF ( 625) 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci,1g. BOTTOM CHORD CHECKED FOR lOPSF 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" 7-11-11 MAX TC PANEL LL DEFL = 0.017" @ 6'- 0.8" Allowed = 0.350" f f MAX BC PANEL TL DEFL = -0.160" @ 4'- 1.5" Allowed = 0.472" 4 ._,, MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" It Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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, 12 Truss designed for wind loads in the plane of the truss only. 12.00 1 M-1.5x3 w co r, o tN -.5 I M-3x4 M-1.5x3 y 1-00 y (PROVIDE FULL BEARING;Jts:2,6 900y (-�a ,\ N '^ ' / `,,\T1 a 'T 89782PE <' JOB NAME : 7-D POLYGON 7-D NH - J4 Scale: 0.3686 ----/- 'i' C:;' _ WARNINGS: GENERAL NOTES, unlessotherw4se noted: OREGON ���` I.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and Is tor an Individual y �y"S Truss: J4 and Warnings before construction commences. building component.Applkability of design parameters end proper 1, �/, ( 'J ��= 2.2s4 compression web bracing must be installed where shown+ incorporation of component a the responsibility of the building a tlesigner. ,[�� �1//�y. '(� 3 AddXional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateral y braced et 7 xi 6 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10 o.c.respectively unless braced throughout their length by ......yyy DATE: 8/10/2015 the overall structure is Me responsibility of the bulking designer. continuous sheathing each as plywood eheathing(TC)entl/ortlryweil(BC). �,',A U L CA\.4 a.2x Impact bddgeg or lateral redng required where shown++ SEQ. : K 13 4 5 9 2 8 4.No road should be spoiled to any component until eller all bracing and 4.Installation of russ is the responsibility&the respective contractor. fasteners are compete end at no time should any loads greater than 5.Design assume,trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing ataasupports shone,Shimorwetlpeit EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.necessary. 6.This design is furnished subject to the limitations set forth by 8.Pla es shall be boated on both facesn assumes adequate ce lofs trusss ,and placed so their center d. August 10,2015 TPW/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basin connector plate design values see EBR-7371,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR 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=(-397) 125 WEBS: 2x9 BODE STAND 3-4=1-327) 127 LOADING 4-5=(-159) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 949V -190/ 398H 5.50" 0.72 KDDF ( 625) 7'- 9.5" -58/ 230V 0/ OH 5.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -327/ 910V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 'f 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" --0' 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" 4 Design conforms to main windforce-resisting system and components and cladding criteria. 1, Wind: 140 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 12.00 P7 Truss designed for wind loads in the plane of the truss only. I 0 M-3x5 1 co 3 '-i 94, fy o 1. AlAI \11. Kj 1 • o M-3x4 M-1.5x3 ` p PR OAPs y 1-00 y 8-00 y 1-11-11 b .,„ , �. '4GIN 9 /22 , !PROVIDE FULL BEARING;Jts:2,6,9 I " T 89782PE r JOB NAME : 7-D POLYGON 7-D NH - J5 �= '`- ""' Scale: 0.3249 WARNINGS: GENERAL NOTES, unless otherwbe noted �y1 OREGON / 7A.OREGON 1.Builder ash erection contractor should be advised of all General Notes 1.This design Is based only upon Me parameters Mown and is for an individual 'u „`��' Truss: J5 and Warnings before construction commences building component.Applicability of design parameters and proper '• V rs, 2 2a4 wmpresslon web bracing must be installed where shown Y. incorporation of component Is the responsibility of the building designer. .6t V4[� E,) • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at al {�f IS Me responsibility of the erector.Additional permanent bracing of 2 n.c end at i0 o c respectNely unless braced throughout their length bycontinuous sheathing ntinuous sheathing such as ptyosheathing(TC)and/or dovnll(BC). PA.1 1` � ' DATE: 8/10/2015 Mstructure overall ucture is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing Mere requiredere Mown.. V L SEQ.: K 13 4 5 9 2 9 4.No load should be applied to any component until after all bradng and 4.Installation of russ Is the responsibility or the reaped/a contractor. fasteners are compete end at no time should any loads greater then 5.Design assumes ceases are to be used Ina non-corrosive environment, TRANS D. LINK design loads be applied to any component. endv^.,wme.ntlHlon 9e:supports9e 5.CompuTms nes no control over end assumes no responsibility for the 0 Design nary. NN bearing t M Mown.Shim or wedge if EXPIRES: 12/31/2016 16. fabrloatlsn.handling,shipment and Installation of components. 7,Design assumes adequate drainage Is prodded. August O,2�15 6.This design la furnished aubJed to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center TPLWTCA in 0151.copies of which will be fumlshed upon request. Anes coincide with Joint center Hees. 9.!/line indicate alae o/plate In inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1LI-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MITek) 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 IC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-141) 172 3-6=(-248) 209 BC: 2x9 ROOF #1613TR SPACED 24.0" O.C. 2-3=(-399) 303 WEBS: 2x9 KDDF STAND 3-4=(-378) 313 LOADING 9-5=(-129) 88 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 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 BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 969V -183/ 990H 5.50" 0.79 KDDF ( 625) 7'- 9.5" -81/ 220V 0/ OH 5.50" 0.35 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -263/ 334V 0/ OH 1.50" 0.93 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -93/ 120V 0/ OH 1.50" 0.19 RODE ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ,r VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 5 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 = 0.021" @ 2'- 0.7" Allowed = 0.393" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.009" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12.00 177 ' Truss designed for wind loads in the plane of the truss only. I c 0 I N ~ 14-3x5 3 4 rn o N It M I 1 M-3x4 M-1.5x3 �r•¢�0 P R Opt. 1-00 8-00 y 3-11-11 y i-Zir~ 'c" E 'T f� (PROVIDE FULL BEARING;Jts:2,6,9,5 17 ' 89782PE v z.JOB NAME : 7-D POLYGON 7-D NH - J6 /. /' %,%� ._ 'J }� Scale( 0.2679 ` ..:f� WARNINGS: GENERAL NOTES, unless otherwise noted [.r' ��� 4) 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 -t7fx � �y T ru s s: J6 and Warnings before construction commences building component.Applicability of design parameters end proper / V� P 2,2x4 compression web bracing must be Installed where shown+. Incorporation or component la the reepowbniry Orme building designer. C//f Y V (�. 3.Additional temporary bracing to Insure stabili5 during construction 2.Design assumes the top end bottom chords to be ly braced et 1 `A Is the responsibility of Me erector.gtltldlonal permanent bracing of 2 o.c and at 10'o.c,respecllvaly unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the building deal continuous sheathing or etch as plywoodre sheathing(TG)and/or tlryw fl)9E). /i L Won yg goer. 3.2x!coped bridging or lateral bracing required where shown J`{ SEQ. : K 13 4 5 9 3 0 4.No load should be applied to any component until after all bracing and 4.Instalfatlen of truss Is the responsibility of the respectNe contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes busses am to be used in a non-corroslve environment, TRANS ID: LINK design loads be applied to any component, end are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility far the 6.Design assumes NA bearing al all supports shown.Shim or wetlge if EXPIRES: 12/31/2016. fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 S.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so neo center TP) 1'CA in 13C51,copies of which wilt be furnished upon request. tines coincide with joint center Inc., 9.Digits indicate size of plate In Inches. MiTek USA,Ino.iCorflpuTrus Software 7.6.6(1L)-E to.Far basic connector plate design values see ESR-131 t,ESR-1988(Minsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-148) 176 3-6=(-253) 213 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-328) 247 WEBS: 2x9 KDDF STAND 3-4=(-308) 256 LOADING 9-5=( -89) 62 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 = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -38/ 468V -167/ 402H 5.50" 0.75 KDDF ( 625) 7'- 9.5" -81/ 225V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -223/ 287V 0/ OH 1.50" 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 0.0" -64/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !:OND. 2: Design checked for net(-5 osf) uplift at 24 "nc spacUg. 11-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 4' '' 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 = 0.018" @ 2'- 0.7" Allowed = 0.393" /M-3X4 MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.007" @ 10'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 10'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=9.2,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 0I N0 1 rni r, m,Ili I PR la V y1-001 8-00 y 3-00 y ,`��‹ NGINE�-� c$'j0 'PROVIDE FULL BEARING;Jts:2,6,9,5 ' �"4! 9782` ��: JOB NAME : 7-D POLYGON 7-D NH - J7 / % ,z----- Scale: 0.2991 6N / / \ WARNINGS: GENERAL NOTES, unless otherwise noted. i" F.441 - "' 1.Builder and erection contractor Mould be advised of all General Notes 1.Thls design is based only upon the parameters shown and Is for an individual 1749-OREGON N. ,,,, Truss: J7 and Warnings before construction commences, building component Applicability of design parameters end proper '4' a 5 I 2a4 compression web bracing must be Installed where shown.. incorporation of component la the responabAiry of the building designer. .9� �4p? a.� ,� V 3,Additional temporary bracing to Insure stabilgy dudng construction 2 Deelpn assumes Ila top arM bodom charts la be laterally braced el 'T/'^( Is the responsibility f the erector,Additional permanent bracing of 2'o.o,and at 10'o c respectively unless braced throughout their length by ![�,, o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), • p./� { DATE: 8/10/2015 the overall structure Is the responsibility or the building designer, 3.7d Impact bridging or lateral bracing required where shown.. 4 L� SEQ.: K 13 4 5 9 31 4.No teed should be applied to any component until after all bracing and 4.Installation of truss iitshe are to responsibility of t the h non-corrosive contractor.na fasteners are complete and at no time shoukl any loads greater than Design assumes TRANS ID• LINK design Pads be applied to any component and are for^ayconanen^or ace. 5.Command has no control over end assumes no responsibility for the S.Design assumes NA bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Installation of components. T.Plates hallbassumes Waitedone bothfacelaprusls,en August 10,2015 S.The design is furnished subject a the limitations set forth by e.Plates shall be keeled on both laces of trues,end placed w their center TPVWfCA in SCSI,copies of Wadi will be furnished upon request. lines coindde with joint center lines. Mi Tek USA,InciCom uTrus Software 7.6.6(114-E o Digits Indices odeofpin inches.values p1 S. Far bite cafe odor t plate design values see ES14-1311,ESR-1988(MITek) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-65) ( 0) 23 BC: 2x9 KDDF #16BTR SPACED 29.0" D.C. 2-3=(-213) 0 5-7=(-84) 195 5-3= 71 WEBS: 2x4 KDDF STAND ( 0) 3-9=( -23) 90 3-7=(-161) 93 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 HORS BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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" -198/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) B'- 0.0" 0/ 116V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci,g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 3-11-11 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 = -0.007" @ 2'- 9.2" Allowed = 0.170" 4 -I MAX TL CREEP DEFL = -0.011" @ 2'- 9.2" Allowed = 0.226" MAX LL DEFL = 0.000" 8 0'- 0.0" Allowed = 0.178" 12 MAX BC PANEL TL DEFL = -0.034" @ 5'- 0.2" Allowed = 0.290" r27 �� 12.00 �l' MAX HORIE. LL DEFL = 0.011" @ 7'- 7.6" M-4x6 MAX HORIZ. TL DEFL = 0.014" @ 7'- 7.6" Design conforms to main windforce-resisting 44;* system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads rI in the plane of the truss only. Iep w Mo j o I M-1.5x3N �� m O I 0 M5-3x4 M-3x4 M-3x5 1 1 2-09-04 5-02-12 1 1 1 ,1- 1-00 1-00 2-11 8-00 5-01 'PROVIDE FULL NEARING;Jts:2,4,7 ) � R w1461N4- /0 G /89782PE <` JOB NAME : 7-D POLYGON 7-D NH - J8 Scale: 0.5500 _,'<�/' p WARNINGS: GENERAL NOTES, unless otherwise noted' `9' OREGON '" Truss: J8 1.Bu/der end erection contractor should be advised of al General Notes 1.This en Is based only upon the parameters shown and le for an individual N� and Warnings before consirudlun commences. bulging component.Applicability of design parameters and proper q 2 204 compression web bradng must be Matched where shown 0. Incorporation of component la the responclbgky of the building deelgnar. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ac- ��(*L 'l� '� �!j- Is the responsibility of the erector,Additional permanent bracing of 7 ctn.and at 10'0.0.respectively unless braced throughout their length by T '✓ DATE: 8/10/2015 the overall structure is the re continuous us Mging or such as plywood aheet where s and/or tlrywag(BC). �, 1 + responsibility component dy of the bulging designer. 3.20lmpad bridging or lateral bracing required where shown++ u SEQ.: K 13 4 5 9 3 2 4.No load should be applied to any component until eller all bracing end 4.Installation of truss Is the responsibility of the respective centred°, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corroeha environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTns has no control over and assumes no responsibility for the s.Design assumes mu bearing at all supports shown.shim or wedge d EXPIRES 12/31/2016 fabrication,handling,shipment and Installation of components. necessary. 8.This design is furnished subject la me limitations set forth by 8.Design ha ll assumes adequate tondrainageltgm psta. August 10,2015 8.Plates shall be basted on both/aces of lose,and placed so their center TPIM7CA In BCS',copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector piste design values see 0R-1311,ESR-1988(MITek) 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 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-122) 184 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-284) 43 5-7=(-157) 234 5-3=( 0) 71 WEBS: 2x9 KDDF STAND 3-4=( -87) 73 3-7=(-259) 174 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -26/ 435V -90/ 2248 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -136/ 125V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" -13/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. e s .-- .. - - ' g. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 AND BOTTOM CHOR,LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' 1 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= -0.016" @ 2'- 9.2" Allowed= 0.359" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed= 0.078" /M-4X6 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.019" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.022" @ 7'- 7.6" Design conforms to main windforoe-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,0CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o, 0 NIII llillibill '...., -, 1 ill j M-1.5x3 u oI y 2-09-04 y 5-02-12 y PRoFF b l b l sS 1-00 y 2-11 5-01 y �n .�tyGINLr' •R. /�-0,... 8-00 'PROVIDE FULL BEARING{Jts:2,4,7 ' 89782PE v` JOB NAME: 7-D POLYGON 7-D NH - J9 -' � Scale: 0.4378 4._C"" 40 WARNINGS: GENERAL NOTES, unless otherwise noted '14,6'4 OREGON ytC �` 1.Milder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and Is for an Individual Irl1 /.a'+.. 4'' J' '� Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 fi l Ab �V. 2.204 compression web bracing must be Installed where shown+. Incorporation of component b the reeponsibWky of the gh building designer. �.a 3.Additional temporary bracing to Insure stability during constroc ion 2.Design assumes the tap and bottom chorda to be laterally braced at P"A U t �+" is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1tl o.c.respectively unless braced throughout their length by L continuous sheathing such as plywood sheathing(70)andtor drywall(BC). DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x limped bridging or lateral bracing required where shown•• SEQ.: Ki3 4 5 9 3 3 4.Ne load should be applied to any component until after et bracing and 4.Installation of truss R the responsibility of the respective contractor. testenera are oemptete and at no time should any ieeds greater than 5.Design assumes trusses are to be used in aran<enaeNeenvironment. EXPIRES: `t>I«31I2Oi design loads be applies to any component. and are for^dry aonallon^of use. TRANS I D: LINK6. N.CompuTrue has no control over and assumes no responsibility for me Dee ell assumes N bearing at all supports shown.Shim or wedge If 5 !Wootton,handling.shipment and installation of components. 7.Design asadequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both feces of truss,and placed so their center TPVWICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,InC7CompuTrus Software 7.6.6(1L)-E 10.For basic conceder plate design values see E5R-7311,ERR-7986(MITek) 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: 254 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-216) 270 6-5=( 0) 23 BC: 2x4 KDDF #l6BTR SPACED 24.0" O.C. 2-3=(-354) 75 5-7=(-277) 344 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-4=(-158) 118 3-7=(-380) 306 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. LION. 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -44/ 976V -121/ 292H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (P9) 7'- 7.6" -51/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) 7'- 11.7" -120/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. , , BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7_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" T '1 MAX LL DEFL = 0.020" @ 2'- 9.2" Allowed = 0.354" -, MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed= 0.472" 0MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 12.00 V Truss designed for wind loads in the plane of the truss only. 0 I o, 0 M-4x6 40 o VAIN r- M-1.5x3 .. I M 63x4 0 o M-3x4 M-3x5 y y 2-09-04 k).• y 5-02-12 l 4,,S / , 0'61 1-00 ,, z-11 s-01 y d.. ) '7 Lfi,, 8-00 (PROVIDE FULL, RFARTNG•.Tta:2.7 4 I oa /89782 j / JOB NAME : 7-D POLYGON 7-D NH - J10 ; -,' i __ Scale: 0,3561 Go ' OREGON /�� �') WARNINGS: GENERAL.NOTES, unless otherwise noted: ,gr •/k.OREGON p Qs' 1.Builder and erection contractor should be advised of MI General Notes 1.This design Is based only upon the parameters shown end A for en Individual „ey�. ��Y�: ♦ Truss: J10 and Warnings before construction commences. building component Applicability of design parameters and proper 77 4p me 2s4 compression web bracing must be installed where shown i. Incorporation of component is the responalbEty of the building designer. '4"" 3.Additional temporary bracing to Insure stablllly doing construction 2.Design assumes the top and bottom chords to be laterally braced at `, /� L �`V Is the responsibility o!the erector.onsetAdditi1 permanent bracing o! 2'c.c.and at eg o c,respectively unless braced throughout their length by A..0 ., C' continuous sheathing such as plywood aneathing(TC)and/or drywall(BC). DATE: 8/10/2015 the overall structure la the responsibility of the building designer. 3.9,Impact bridging or lateral bracing required where shown.i SEQ. : El3 4 5 9 3 4 4.Noised should be applled to any component until eller all bracing end 4.Installation of Russ is the responsibility of the respective contractor. fastener.are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"o/use. EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component. 5.CompuTrus has no control over and assumes no reeponelbfty for the 6.De.sign assumes Ng basing at all supporta shown.Shim or wedge it August 10,2015 fabrication,handling,shipment and Instalbtton of components. ry e.ThIs design Is furnished subject to the limitations set forth byT.Design assumes adequate bdoth is provided. e.Plates snag be with join on beth facet of truss,and placed so their cotter TPIM?CA In SCSI,copes of which w111 be furnished upon request. Nies cinddde v1c joint in Inc.. 9.Digits orb Intlkote nerer piste Inign values MiTek USA,Inc.ICompuTrus Software 7.6.6(1LhE 10.For beak connector piste design values see ESR-1317,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(-208) 270 7-6=( 0) 23 BC: 2x4 KDDF A1&BTR SPACED 24.0" O.C. 2-3=(-354) 75 6-8=(-267) 344 6-3=) 0) 71 WEBS: 2x4 KDDF STAND 3-4=(-199) 118 3-8=)-380) 295 LOADING 4-5=( -43) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -44/ 473V -126/ 322H 5.50" 0.76 KDDF ( 625) 7'- 7.6" -52/ 200V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -172/ 213V 0/ OH 1.50" 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. 8-06-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,r ,rMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 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" 4 MAX LL DEFL = -0.000" @ 8'- 6.5" Allowed = 0.054" MAX TL CREEP DEFL = -0.000" @ 8'- 6.5" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.030" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" 12 Design conforms to main windforce-resisting 12.00 V system and components and cladding criteria. m Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.6, oo Truss designed for wind loads I in the plane of the truss only. co M-4x6 3 4V kill , M B��r y , tA r�-S1 M-1.5x3 f M�3x9 M-3x4 0 0l M-3x5 1 1 1 2-09-04 5-02-12 11-001 2-11 1 5-07-08 1 tc" P:R QCp.4.0 1 8-00 0-06-08 ir\.j '1 ' c,i6j �'/0 'PROVIDE FULL BEARING;Jts:2,8,4 I ��,,/ pn �7 pr}[] '4 "' 8 /821_E JOB NAME : 7-D POLYGON 7-D NH - J11 Scale: 0.3096 dam// .K• r^ WARNINGS: GENERAL NOTES, unless otherwise noted to, OREGON . 1.Bugderand mediancontrodorshould beadvised afellGeneral Notes 1.This design is based only upon the parameters Mown and is for an individual -'q4,OREGO,JN N.O Truss: J11 and Warnings before construction commences building component.Applicability of design parameters and proper / I(y • 2.2a4 compression web bradng must be Installed where shown a. incorporation of compass lathe responsibility of the building tlealgnar. 11/54., V {� V / . 2,Design assumes the top end bottom chords to be laterally braced et /.�"1 R*y ✓ y� 3.Additional temporary bracing to Insure stability during construction 2 c.c,and at 17 o,c,respectively unless boned throughout their length by "]' ` v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ���tt8 w liL DATE: 8/10/2015 the overall structure la the responsibility of the building designer. 3.2s Impact bridging or lateral brsdng required where shown•S /^3 SEQ.: K1345 9 3 5 4,No load should be applied to any component until after all bradng and 4 Installation of trues la the reeponslbillty of the respective contractor, fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design bads be applied to any component and are for ondNon^of use. �/�] IT!] )Y� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NA bearing at all supports shown.Shim or wedge If EXPIRES:ES: 1 2/3 11201 6 ry fabrication.handling,shipment end installation a/components. + 7.Design latessassumes badequate enbodrainage la russed. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.plates shall be baled on both faces of truss.and plead so their anter TP WVTCA in SCSI,copies of which will be furnished upon request. lanes coincide with joint center toss. 9.Digits Indicate alta of plate in inches. MITek USA,Ina/CotnpuTrus Software 7.6.6(1 L)-E 19.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 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 4(16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4-(0) BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-68) 51 ( ) 0 TC LATERAL SUPPORT <= 12"OC. 00N. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE 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 ( 625) 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -34/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spaci6. 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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" 1-11-11 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main wi ndfoxce-resisting 12.00 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), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. (0 /- UFA/- 0 I N 0 011111141: 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 �E• D PR p;cess ,,, NG1N is c • 89782PE �< JOB NAME : 7-D POLYGON 7-D NH - SJ1Scale: 0.6555 0.6555 WARNINGS: GENERAL NOTES, unless otherodee noted: � ��N ) ...... Truss: SJ1 Builder and erection contractor should be advised of ell General Notes 1.This design la based only upon the parameters shown and Is for an individual Es and Warnings before construction commences building componentApplicability of design parameters and proper in �, 2.244 compression web bracing!Mist be installed where shown*. incorporation of component la the rosponsibSty of the building designer ., (�,q�Y. ,�b 2. r•`" gbnel temporary bracing tinsuree stability during construction2.Design assumes the top and bottom chorda to be laterally braced at 3.Add Is the reaponsiblllty of the erector.Additional permanent bracing of 2 continuous and at 10'o.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure is me recontinuous sheathing such as plywood required ng(TC)end/or drywall(BC. responsibility of the building designer. 3.WImpact bridging or lateral bracing where ahovm a♦ ) PAUL SEQ. : K 13 4 5 9 3 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectIe contractor. fasteners aro compete and at no time should any bads greater than 5.Design assumes theses are to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. A.Com Tran has no control over and assumes no responsibility 6.Design assumes Ng bearing at all euppona shown.Shim or wedge If EXPIRES:: 12/31/2016 necpu eponslMlity bribe emery, fabrication,handling,ehipment and inetallellan of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design Is furnished subject to the timitatione set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPINVFCA In SCSI,copies of which will be famished upon request. lines coincide with joint center tins. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.60 L}E 10.For bask connector plate design values see ESR-1311,ES12-1688(MRek) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 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) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ 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 i' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ADD Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. w, oCP M /- 0 0 u O V -1 0 M-3x4 1 l l y y 1-00 2-00 1-11-11 (p'yjn/'� 'PROVIDE FULL BEARING;Jts:2,4,3 I { yY r fl vF -37 4 89782PE <" JOB NAME : 7-D POLYGON 7-D NH - SJ2 ,-- Scale: 0.6093 WARNINGS: GENERAL NOTES, unless otherwise noted. Cam wry[� ry/`y(�� N.1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for an individual "7�OREGON V (� �. Truss: SJ2 and Wamingebefore construdbncommences. building component.Applicability of design parameters and proper /, 2 �. z.2a4 compression web ereang mad be installed where shown t. Incorporation of component is the roaponsiblley of the building daatoner. �� VA[�a AbV • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom charts to De Ieleralty braced at a1 r is the rospondblilty of the erector.Addelonal permanent bracing of 7 o.c.and at 10 o.c.respecthety unless braced throughout their length by DATE: 8/10/2015 the overall structure h the responsibility of the designer. 3.DI Icontmpact bridgiinuous ng or such l b plywoodah edhwhereCMson or dryweA(SC). +n Jl 1 I L 0 building B g or aterel bracing re r'7 t./1� SEQ.: K1345937 4.No load should be applied teeny eempenaH until aftsr all breHng and 4.�tagationoftm'rya�e ewpnnsiibbe illl„eifthn a nrspecraevontractor. fasteners ere complete and at no time should any loads greater than nment, des.°<afossumes %fry trusses areion.of tousb. TRANS I D: L INKdesign loads be applied to any component. 6.Design assumes NII bearing at ail supports shown.Shim or wedge if 5.Command has necontrol over and assumes neresponsibileyfor theaaary. EXPIRES: 12/31/2016 fabrication.handtng.shipment and inedationofcomponents. 7.oesignassumesadequatedrainageIsprovided. August 10,2015 8.This design a furnished subject to th limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIANICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate dna of pate in inches. MITek USA,Inc.iCompuTrus Software 7.6,6(1L)-E 10.For basic conceder plate design values see ESR-1311.ESR-1988(Week) This 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: 204 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-167) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -24/ 308V -90/ 229H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -90/ 171V 0/ OH 5.50" 0.27 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -128/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. 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" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" S MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" P' MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to m in indforce-resisting 411.- 41 system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 7 (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. reI oM O I VA O -1 0 M-3x4 l 1 l i 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Sts:2,4,3 po 2 4t- 89782 E 5 JOB NAME : 7-D POLYGON 7-D NH - SJ3 , i �`� .T. Scale: 0.9703 . WARNINGS: GENERAL NOTES, unless othernee noted / G J 1.Builder and erection contractor Mould be advised of all General Notes 1.This design le based only upon the parameters shown and Is or an individualOR 'y EGON Truss: SJ3 and Warnings before oonetrudbn commen«a building component.Applkebllity of design parameters and proper `' 2i"' n 2.2x4 compress'.web brsdng must be installed where shown*. Incorporation o/component la the responsibility of the building designer. cv� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bohom chorda to be latersily braced at '9 �9 RY '� +_4 Is the responsibility of Me erecter.Additional permanent bracing of 2 o end et 10 inc.respectively unless braced throughout their length by /.s a. continuous0Inrpe sheathing such as plywood sheathing(TC)and/or drywell(BC). -A' DATE: 8/10/2015 the overall structure la the responsibility of the building designer. 3.ZS Impact bridging or lateral bracing required where shown n v �'"{�,/L. SEQ.: K 13 9 5 9 3 8 4.No load should be applied to any component until after all bracing and 4.installation of trues la the responsibility of the respective contractor. fasteners are compete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design beds be applied to any component. and are for'dry condition'of use. 5.CompuTrus hen no control over and assumes no responsibility for the 8.Deec gµasaumea Ne bearing at all supports shown.shim or wedge 1/ EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. I.Design ssumes adequate drainage Is provided. August 10,2015 8.This design is furnished eub)ed to the Ilmltatbns set fort by 8.Plates shell be boated on both faces or truss,end placed so their center TPIMTCA In BC51,copies of which will be furnished upon request. Anes coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L(-E 10.For bask connector plate design values see ESR-1311.ERR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 128V -53/ 119H 5.50" 0.21 KDDF ( 625) TOTAL LOAD= 42.0 PSF 1'- 9.2" -99/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) 3'- 11.7" -89/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS CF 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 = 0.059" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 2 12.00177Design conforms to main windforce-resisting system and components and cladding criteria. IWind: 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=1.6, Truss designed for wind loads in the plane of the truss only. 0 .r rn „n- o O I 0 I f 1 3 111..- 1 -7 0 M-3x9 y l l 2-00 1-11-11 e� �'y[� (PROVIDE FULL BEARING;Jts:1,3,2 ��"<���G r 71 OFe 6 e l. JOB NAME : 7-D POLYGON 7-D NH - SJ4 Scale: @-5842 ////1 ,e,,,,_„ V WARNINGS: GENERAL NOTES, unless otherwise noted V..a.� {� /^�/'y I�'.� 1.Buader and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters ahovn and is for an individual /� J OREGON (. Truss: SJ4 and Warnings before oonatrudlan commences. building component.Applicability of design parameters and proper 9 if. /5V ' 2.244 compression web bracing must be installed where shorn w. incorporation of component is me responsibility of the building designer. =T, "4•y Y [= V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 �l j^Y '�J �<<„, la the roaponsibAty of the erector.Additional permanent bracing of 2'o.c and at 10'o c respectively unless braced throughout their length by 'l DATE: 8/10/2015 the overall structure Is the responsibility the de designer. continuous ue aheelgor such b plywood ing(TC)and/or tlryweA(BC). +�.Ji 1''t ` ofbalding sig^ 3.24 Impact bridging or lateral bracing required where sworn., '"'1 ll L- SEQ.: El3 4 5 9 3 9 4.No load should be applied to any component until ager all bradeg and 4.Installation of trues is the responsibility of the respedNe oontradcr. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroshe environment, design loads be applied to any component. and Sr.ror'dry condition"of use. TRANS ID: LINK 5.CumpuTmshas nocontrol over and assumes noresponsibilityfor the a.Deagnaaaae toNbe.dngaI lsuppodaswwn.shmarwedS It EXPIRES: 12/31/2016 WO fabdcallon,handling,shipment and Installation of components. •••^y 7.Design assumes on drainage iso provided. August 1 0,2015 8.This design is tarnished cabled to the limitations set forth by 8.plates shah be located on both faces of truss,and placed ss their center TPI/WTCA In SCSI,copies of which wall be furnished upon request, lines coincide vdth Joint center lines. es. MiTek USA,Inc./Com uTrus Software 7.6.61L E 10.DigitsindicateconnectorcoecAltainign values P ( } S. For taint feNasAll design value•see ESR-1311.ESR-7 BSS(MITek) This 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: 2x9 KDDF #160TR LOAD DURATION INCREASE = 1.15 1-2=(-167) 136 1-3=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -19/ 141V -82/ 177H 5.50" 0.23 KDDF ( 625) TOTAL LOAD = 92.0 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) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALg- 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 = 0.059" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.006" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 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), 12 ' load duration factor=1.6, 12.00 Truss designed fox wind loads n the plane of the truss only, I vo t+1 1 0 N 1 336.71 3�� 0 M-3x4 l2-00 3-11-11 y ��'? � ���/C419 (PROVIDE FULL BEARING/Jts:1,3,2 I ` ‘..,‘GINE f0X_ -4,4Y `t 89782PE ter' JOB NAME : 7-D POLYGON 7-D NH - SJ5 --'J • Scale: 0.4431 i .-f;/` 1 WARNINGS: GENERAL NOTES, unless otherwise notetl (•r47 ���1.Builder and erection eontrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for Cr indEiduai -7 N. Truss: SJ5 and Warnings before construction commences building component.Applicability of design parameters end proper 1' 'Pe (yC 2 204 compression web bracing must be Installed where shown+. Incorporation of component is Me responsibility of the building designer. Io�9 'Pei �. (,+' 3,Additional temporary bracing to Insure stability during construction 2.Design and et fo the lap eat bottom chortle to be laterally bread at 7 'l is the responsibility of the erector.Additional permanent bracing of �^c and et 10 o c respectively as unless braced Throughout their length by `. continuous sheathing such ae plywood sheet Mare and/or drywaN(BC). �• t get DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �+. ♦- SEQ.: K 13 4 5 9 4 0 4.No bad shout be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respedNe contractor. fastener.Cr.complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nomconoeive environment, TRANS ID• LINK design loads be applied to any component. and.re for"dry condition"of use. 5.CompuTrus has no control over and assumes no responalbility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if .EXPIRES: 12/31/2016 nec hbrkallon,handling,shipment end installation of components. essery. 7.Design assumesadequateborainageisprovided. August 10,2015 6.This design Is furnished subject to the limitations set fort by 8.Plates shah be Nested on both feces of Inas,end placed so their center TPI/WICA In BCSI,copies of which will be famished upon request. Anes coindde with joint center lines. 8.Digits indicate size of plate In Inches. MITek USA,(nc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector piste design values see ESR-1311,ESR-1988(Mitek) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 204 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-4=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 382V -23/ 74H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 295V 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 'C OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci g. 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 = 0.051" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" 5-04-04 0-05-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" f ' ,r MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" 12 Design conforms to main windforce-resisting 4.00 system and components and cladding criteria. Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 Truss designed for wind loads 4 in the plane of the truss only. 3 it 0 11 .11 M O 1 N o 40 o 1 2 .15 -! 0 M-3x4 M-1"5x3 l l 1 5-04-04 0-05-12 y y i 1-00 5-10 4..C-‘-‘ 4- p PR OFc6'S 1? �yGINE ,S, rp-sy 4t' 8 782PE JOB NAME : 7-D POLYGON 7-D NH - Zl Scale: 0.5855 / 6-7, ' ----,- > / WARNINGS: GENERAL NOTES, Mess otherwise noted C/" yyp (1/^y/�� 40 1.Builder and erection contractor should be advised of eu General Nates t.This design N based only upon the parameters shown and is for an Individual 54-OREGON GO I Y ham"cpi�. Truss: Z1 and Warnings before construction commences. building component.Applicability of design parameters and proper V Y') 2.2x4 compression web bracing must be mstalkd where shown+, Incorporation of component is the responsibility of the building designer. r(Y V Aly y A G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at 7 'l f l J Z o.c and at 10 o c respectively unless braced throughout their length by lathe responsibility of the erector.Additional permanent bracing of JJj� �^'1 continuous sheathing such as plywood ahearNng(TC)and/or drywall(BC). PA L -- DATE: 8/10/2015 the overall structure Is the responsibility of the budding designer. a 2x Impact bridging or lateral bracing required where shown•4 U SEQ.: Si 13 4 5 9 41 4.No toed should be applied to any component until ager all bracing and 4.Installation oftruss la the ere spe b busy m.�onpeaahe contractor. .edoor.w.nt. fasteners are compete and at no time should any loads greater than Design as design keds be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and saran no responsibility for the 8.Design scones tuft bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2016 ry. a7 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage N provided. August O,2015 8.This design Is furnished subject to the limitations set forth by 8,Plates shell be Waled on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which all be furnished upon request. litres coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7317,ESR-1588(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 ROOF 916BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 36 2-5=(-36) 98 3-5=(-184) 137 BC: 2x4 KDDF ft1LBTR SPACED 24.0" 0.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. 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" -28/ 293V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 paf) uplift at 29 "oc spacipg. 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" 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 = 0.053" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.463" 12 4.00 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads 1 I in the plane of the truss only. LI 0 m O N f 11 1 m o M-3x4 M-1.5x3 • y i y 1-00 5-10 � o) PROFFS 4.`44 /89782PE 'r � JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7105 r ; 7 -- � \L .... WARNINGS: GENERAL NOTES, untaupanthe aramete OREGON ^ - Truss: Z 2 Budder and s before contractor should be advised of all General Notes This destgn Is based only upon y e parameters shown and la for an Individual > and Warnings before construction commences. building component.Appllceblllty of design parameters and proper / p ,P 2 2s4 compression web bracing must be installed where shown t, Incorporation of component Is the responsibility of the building designer. -T ,s (J/A� ��� 3.Addftinnal temporary bracing to insure stability during construction 2.Design assumes tIthe top end bottom chortle to be laterally braced et 7T �l Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 o a.c,respectively unless braced throughout their length by �` DATE: 8/10/2015 the overall structure Is the recponsibNAy of the building designer. continuous sheathing such as plywood aheathing(TE)and/or dryweA(BC). ,C^ 3.2a Impact bridging or late ml bradng required where shown...- SEQ. : t u^7 UL S EQ. : Ki3 4 5 9 4 2 4.No load should be applied to any component until after all bradng and 4.Installation°mules 1a the responsibility&the respective contract°, fasteners are complete and et no time should any loads greeter than 5.Design assumes Innes are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.°fuse. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supped,shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. T.Design Designary. assumesadequateberainageleprovided. August 10,2015 S.This design is furnished subject to the limitations set forth by A Plates shag be boated on both faces of truss,and placed so their center TPIIWFCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 1 L 7.6.6 -E B.Digits indicate size of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1377,ESR-1988(Web) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Propertyu /q (Drawings not to scale) Dama e or Personal In offsets are indicated. gInjury rEgi= Dimensions are in ft-in-sixteenths. im Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. SIIMIIMINIIIIEMIllti 2. Truss bracing must be designed by an engineer.For 0-1/1 6" liallAii,21b wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ p bracing should be considered. O F � 3. Neverkexceedatthe designdua loadingshownand never a_ stack materials on inadequately braced trusses. O c7-s co-? cs-s 4. Provide e designer, er,erectionsupervisor,truss design propertyto oth ownerfsng and For 4x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-na' 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 - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/Or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *MOO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MImilMN 18.Use of green or treated lumber may pose unacceptable i_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. a BCSI: Building Component Safety Information, Mile 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Instating&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013