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Plans 110883 SW T /k(s/ILLE sr MST2o t9-OOZS4 �-� � a l FEB 6 SS��..2qq,,1010 8LCPILTYD 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. co \AGI EF9 `S/p 2 cc� 89782PE 9r 9 OREGON cis Q, , ,`"--:$74, �'qR2 Y A6' 1�,� 9k PAUL �\J 12/ • 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 ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON y R45125315 PL15-265_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:32 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-SgKRVHzjyCjvVW_vNlwXpzzUcgKga2?hcKgRZfygBCv 1 1-0.0 1 P"5-e l I 1-2-0 I 1_ 1 Scale=1:25.0 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 II 1.5x3 11 1.5x3 I I 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e ir-N—/-N / N /— _ _ e a 0 e N / \ / o 0 0o o e e ' , 2; 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 11 3x5= 3x5= 3x5= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1-- [8:0-1-8.Edge).[19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs 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 `Cp,Ed P R OFFS, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ANG[NEFR S/0 i. Uniform Loads(plf) Vert:16-24=-8,1-15=-80 41./ Concentrated Loads(Ib) 89782 P E 9r Vert:2=-674(F) i iM 94L OREGON o^I"Q 9R� 'AULa C'' ii EXPIRES: 12/31/2016 August 7,2015 1 I A WARNING-Verily 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 MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Quality Criteria,DSB-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 Citrus Heights CA 55610 '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_LjWrm7eZ6wTRmMBVbaEe9JTSgq_P_55ygBCu 1 0-10.12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 I Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 11 1 2 34x4= 4 5 6 7 8 o- oe 90 0 • \ — –.-- ® a 4 O O- ® O 1. 13 12 11 10 9 3x4= 1.5x3 H 1.5x3 I I 4x6= 3x6= 3x4= 1-1-12 11-8-12 12-3-12 I 13-8-4 1 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X,Y)— [2:0-1-8.Edge],13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/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. Strong backs to be attached to walls at their outer ends or restrained by other means. �\`o \AG'P E� 0.0 ,0 2 kc-. 89782PE 9r i ' / mis 9-,L OREGON 0'•Q- 9,9 &4Ry152l�,Q ' AUL �' EXPIRES: 12/31/2016 August 7,2015 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infonnallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95910 Job Truss Truss Type Qty Ply POLYGON a 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_zUgzdln8lUAy?uO2rpd4w2yP_3e9YdYygBCt I 2.6.0 I - I 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 ,,,iiiiiiiiiii444140411444 .o . •Ilipillipplipill"— -.:... , N 0 0 o- o e 14, 13 12 11 10 3x4= 3x6=1.5x3 II 1.5x3 I I 3x6 = 3x4= 5-10-2 6-5-27-0-2 13-1-8 1 1 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8,Edge].[5:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to be attached to walls at their outer ends or restrained by other means. R, OFe0 � 0'\ G P EF.q `SAO 897829E ter" imir ,�•74,OREGON ,Q' 9Rk 'AUL n\* (' EXPIRES: 12/31/2016 August 7,2015 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.0211612015 BEFORE USE. MEM 1 Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Crlterla,DSB-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 nitros Heights CA 95610 • -lob Truss Truss Type Qty Ply POLYGON R45125318 PL15-265 UPPER F04 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_zUgzdln8lUAy?u02red2b2xS_3e9YdYygBCt 1 2-6-0 I 11-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 1 2 3 4 53x4 8 7 8 e O e o • I \_ N O O o e I. 1,& 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 1 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].[5:0-1-8.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 0.21 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/TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. I �NG 89782PE 9<' • -7/1//,OREGON 0 Q- 99k PA U L. ����' EXPIRES: 12/31/2016 August 7,2015 t I mil A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/16/2015 BEFORE USE. -- • Design valid for use only with Muck 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 "1Tek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'YB fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/IPl1 Quality Cdteda,DSB-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 Citrus Heights CA 9561f) • Job Truss Truss Type Qty Ply POLYGON , R45125319 PL15-265_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc. Fri Aug 07 14:27:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcbOn1 PJnRM711u59ygBCs I 2-0-10 I I 1-2-0 I I 043-14 I I 2-6-0 I Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 e o e o o 0 n e o o,..- 35 1 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= 2-3-10 2-10-10 13-5.10 ___.. 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1— [2:0-1-8.Edge].[3:0.1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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 Incr 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. <5Eo PR��Fss 74GIN \ ��R /� 2 Q• 89782PE 9r J 7'12,�`y2�REGON20'• Ir 1,,4 ARy AS �Q PAUL r` EXPIRES: 12/31/2016 August 7,2015 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 0.81.7473 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. 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 stability during construction is the responsibillity of the Mitek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPlt Quality Criteda,DSB-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 Citrus Heights,CA 95010 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 MiTek Industries,Inc. Fri Aug 07 14:27:36 2015 Page 1 ID.DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLe0D0REL_5Hgcb?Tzp75ORe4WpBHXyefiQygBCr I 2-6-0 12-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I1 1-2-0 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 H 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 0 / o N ® 0 O e a el , 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 1 15-11-12 1 4-10-12 0-7-0 0-7-0 5-0-0 0-7-0 0-7-0 3-1-0 Pate•ff ets XY— 7:0-1-8 Eche 12:8 1-8 Ed.e 15:0-1-8.the 16:4 1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. ' G5II N-h, s/o c.:3, 2 89782PE 9r J SW T •REGON o� cr '4 -qRy X2 5. � �k PA UL RAJ EXPIRES: 12/31/2016 August 7,2015 I I till A WARNING-Verily 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 MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the iVliTek" 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/1PIt Quality Cr Herta,DSB-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 Gems Heights,CA 95610 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 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLe0DOREL_5Hgcb?Tzp7BaRIZVVujHXyefiQygBCr I 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 O e® e e a 0 0 N .--- o- e o o e e 11 10 9 8 A 1.5x3 I I 1.5x3 I I 3x6= 3x4= 3x4 = 2-0-14 2-7-14I 3-2-14 9-4.4 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8,Edgel,13:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to be attached to walls at their outer ends or restrained by other means. S �„E9 P R 5FFS �— k.:,9SAO ' 89782PE 9r. • . _ . =-0'”" 11111 9,L OREGON �'� Q 7/9, "iRy 15,2 ‹..14.„.Q /11 /11 PAUL c EXPIRES: 12/31/2016 August 7,2015 I t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02.116/2015 BEFORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. ��- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MI eie fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 QualIty Criteria,DSB-89 and BCSI Bolding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heightc CA 45610 • DJob 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_1 rnIMCcFst9J W W1 gL6r90FOJQIcNCEsygBCq I 2-5-0 I 1 3x4= 2 1.5x3 Scale=1:8.7 sill ■M I 0 LI N 1 ■ UEFA II _L1. 74,_ 4 in 3 1.5x3 I I 3x4= 28-0 2-8-0 LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 4 "'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress 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. JO PROFFs „\�� �NGINEFR `1'/029 cc 8.782PE f' • • /T"" t •— y40 ,1/OREGON �,, "9,9 &.gRY15'2 <(.,, kr-AUL0 EXPIRES: 12/31/2016 August 7,2015 I 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 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 responsibitlity of the MiTek"erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-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 Citrus Heights CA 99910 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 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDPHFK3JYz G7lmJygBCp 1 2-6-0 1 2-1-12 1 1 1-2-0 1 1 0-9-8 I 2-3-0 11 2-3-0 1 1 1-2-0 I wiz' Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 1 2 3 4 5 6 7 8 9 10 ee e e ®' 1 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 11 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12 IB-0-12 1 11-8-12 12-3-121 I 16-2-8 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.Edgel.J15:0-1-8,Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (lb)-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. ,�9,tiD P R OFA.,rs c�� �tJG[N�-'9 �O ¢- 89782PE �r i � ' / 9,L OREGON �',40 Q EXPIRES: 12/31/2016 August 7,2015 1 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 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 taus designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mirek` 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/IPl1 Qualify Criteria,DSB-89 and BCSI Banding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 •Job Truss Truss Type Qty Ply POLYGON R45125324 PL15-265 UPPER F10 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDXVFVF_gWZ G71mJygBCp 0-6-4 2-4-12 1 3x4 = 2 3x6= 3 1.5x3 Scale=1:8.7 N ' � r e 1.5x3 I I 6 5 41. 4 3x6= 3x4= 0-7-12 ¢9-41 3-5-0 0-7-12 1-8 2-7-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 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/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=414/0-5-8,4=56/Mechanical Max Uplift4=-27(LC 3) Max Grav5=414(LC 1),4=98(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-264/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)180 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Vert:4(6—8,1-3=80 �F,�'`�GPNF ° Fes, ConcentVert:1 rated Lo 180(F)ds ) ,C'Ca N 0 9 89782PE <' s 94,OREGON �� Q 984- PA UL FiJ4Q, EXPIRES: 12/31/2016 August 7,2015 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02./16/2015 BEFORE USE. �� Design valid for use only with!Wick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-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 Citron Heights Cs 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 11/4" Center plate on joint unless x,y offsets are indicated. I I 6-4-8 dimensions (Dshownrawingsnot into ft-in-sixteenthsscale) FailureDamage or to Follow Personal CouldInjCauseuryProperty MirDimensions are in ft-in-sixteenths. wilio Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'14 6. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ $01illipifilip p bracing should be considered. III�RMA 6 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. Provie copies of truss to the his ign For 4 x 2 orientation,locate c�e C6-7 C5-6 4 des gn er,errecti ntsupervisorr,,sproperty ownering and plates 0-"u' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ' Indicated by symbol shown and/or 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 1 b.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. ��� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Mil MINmay pose unacceptable 0 18.Use of green or treated lumber =� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal IIII19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Fi1 lie Ie 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 ( .-I 1111-111-gFEB 6 2019 CITY OF f IGARD MiTek s aUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 7-D 8 INCH TAILS 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: K4457340 thru K4457379 My license renewal date for the state of Oregon is December 31,2019. .<<•\‘‘-' ��EP oFFss -44 N('INFF9 �("y, Q 89200PE r L 4 OREGONN 14, 2� - ts all}'fiRR10-0�-� —*Offirdr: April 9,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by r. Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 29-08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 53 2- 8=(-732) 1837 3- 8=( -171) 299 2x6 KDDF #16BTR T2 2- 3=(-2893) 875 8- 9=(-858) 2138 8- 9=( -70) 768 BC: 2x6 KDDF#16BTR LOADING 3- 9=(-2678) 905 9-10=1-642) 1513 8- 5=( -471) 371 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5=(-1856) 695 5- 9=( -657) 965 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) 738 9- 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 29'- 8.5" V 6- 7=( -126) 150 6-10=(-2571) 1016 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 29'- 8.5" V 10- 7=( -394) 273 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -632/ 2996V -172/ 300H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONIS) SPECIFIED BY IBC 2015. 29'- 8.5" -985/ 2651V 0/ OH 5.50" 4.29 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 8.0" 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.059" @ 13'- 3.8" Allowed = 1.190" MAX TL DEFL = -0.099" @ 13'- 3.8" Allowed = 1.586" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.023" @ 29'- 5.0" MAX HORIZ. TL DEFT. = 0.035" @ 29'- 5.0" 7-11-11 16-08-13 • f - ,f Design conforms to main windforce-resisting 3-11-08 9-00-03 5-04-02 5-06-09 5-10-01 system and components and cladding criteria. T f +597.30# f f I Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 =M-6x6 =M-6x6 M-3x6 Endloadduration verticalls)aarer 9 exposed to wind, •# MG T2 --/ Truss designed for wind loads Me in the plane of the truss only. ,,)5x3yAI ! M O I 1 OS 8 9 * / o M-3x6 M-3x8 0.25" M-9x6 la M-7x8(S) ( /� y 7-07-08 y 8-05-10 y 8-07-06 y '`�r��D PR p,9 ; 1 y \j !`NGINEtc '�O 0-08 29-08-08 4� v `�' :9200PE T JOB NAME : POLYGON 7-D - Al . Scale: 0.2330 WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual y ,_OREGON t 4/ Truss:Truss: Al and Warnings before construction commences, bolding component.Applicability of design parameters and proper / 2.914 compression web bracing must be installed where shown+. incorporation of component is the responsibility or the building designer. 4^ �0\ �� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes me top and bottom chords to be latera o t herr at IO ,a 4 a is the responsibility of the erector.Additional permanent bracing of 21sc,and at 10'o.c,respectively unless braced throughout their length by ) w DATE: 9/9/2018 the overall structure is me responsibility of the building designer. continuous sheathing such as plywoodahealhing(TC)and/or drywall(BC). 1/Y+ 3.rax Impact bridging or lateral bracing required where shown+« �R O �\ SEQ.: K 4 4 5 7 3 4 0 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of me respective contractor. /7!l l� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"or use. 5.Com Trus hes no control over end assumes no re 8.Design assumes MI bearing at al supports shown.Shim or wedge If EXPIRES: 12-31-2019 pu sponsibility for me necessary. fabrication,handling,shipment and inatelaeon of components. 7.Design assumes adequate drainage is provided. April 9,2018 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 TPVwrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTtus Software 7.6.8(11..)-E 9.Digits indicate sae of plate in Inches. 10.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 24'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=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 #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-1086) 404 8- 9=(-423) 891 8- 3=( -105) 453 BC: 2x6 KDDF #1&BTR 3- 4=( 0) 0 9-10=(-300) 639 8- 5=( -289) 90 WEBS: 2x4 KDDF STAND; LOADING 3- 5=( -736) 331 5- 9=( -228) 238 2x4 KDDF 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) 149 6-10=(-1049) 376 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12"01. UON. LL = 25 PSF Ground Snow (Pg) 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" -184/ 1045V -165/ 291H 5.50" 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 24'- 8.5" -179/ 1078V 0/ OH 5.50" 1.72 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 spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 13'- 3.8" Allowed = 1.190" 9-11-11 14-08-13 MAX TL DEFL = -0.041" @ 13'- 3.8" Allowed = 1.586" .f SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-11-08 3-09-12 2-02-07 f 3-04-02 5-06-09 5-10-01 MAX HORIZ. LL DEFL _ _ 24'- f 'I 'I MAX HORIZ. TL DEFL = 0.016" @ 24'- 5.0" 8-00 Design conforms to main windforce-resisting Q system and components and cladding criteria. 4 12 12.00 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, M-4x6 End vertical(s) are exposed to wind, M-3x4 M-3x4 M-1.5x3 Truss designed for wind loads 5 6 7 in the plane of the truss only. 4t. ,� T2 M-1.5x3 yill. 1 0 0 0 I CD CO rn o -� N •_ r 9 *010 0 1** M-3x4 M-3x8 0.25" M-3x4 M-7x8(5) Ep PROF y 7-07-08 y 8-os la l 8 o7-06 y c�' " GINEF djo2 y 24-08-08 -1 "j7 ' :9210P I JOB NAME : POLYGON 7-D - A2 . Afillik,.....-� Scale: 0.2412 WARNINGS: GENERAL NOTES, unlessotherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Me parameters shown and is bran individual O OREGON Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 17 L Vs A 2.2x4 compression web bracing must be installed where shown•. incorporation of component Is the responsibilfty of the building designer. 1(/ ` ^ �� continuous sheathing such as psheathing (TC) Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced al /0 7' 14 f •-( ` is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced Throughout their length by thih lywood sheathin(TC)and/or drywall(BC). � -•h "F 1 R 10` DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.W Impact bridging or lateral bracing required where shown•• (� l✓ SEQ.: K4 4 5 7 3 41 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes lasses are to be used in a noncorrosive environment, e. TRANS ID: LINK design loads be applied to any component. Design gn assumes condition"ring at al 5.CompuTrus has no control over and assumes no responsibility for the fi.Dace n assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2018 ry. p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 9,2018 - 8.This design Is furnished subject to the limitations set forth by 8.pates shall be located on both faces of truss,and placed so their center TPIMRCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. M7ek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector pate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by ^ Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 988 1- 7=(-299) 938 7- 2= 0) 277 5-10.=(0 279 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -871) 603 7- 8=( (- ) ) WEBS: 2x4 KDDF STAND -289) 936 2- 6= 976 334 3- 9=( -589) 509 8- 9=( -57) 600 8- 3=(-390) 392 LOADING 9- 5=( -874) 609 9-10=(-216) 789 8- 9=(-189) 177 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1229) 989 10- 6=(-215) 791 4- 9=(-197) 901 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 9- 5=(-4B0) 337 TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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" -162/ 1038V -302/ 302H 5.50" 1.66 ROOF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 29'- 8.5" -162/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 'COND. 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 f f f f MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed = 1.190" MAX TL DEFL = -0.096" @ 13'- 1.8" Allowed = 1.586" 6-02-08 5-09-03 0-10-09 5-07-12 6-02-08 1 ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' 1' 1' 12 12 MAX HORIZ. LL DEFL = 0.017" @ 24'- 3.0" M-9x6 M-5x6 MAX HORIZ. TL DEFL = 0.026" @ 29'- 3.0" 12.00 7 N12.00 ��=4, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 //i A . r✓1 Orn i '= Sl; " I 0 1*0 7 8 9 0 M-3x4 M-1.5x3 0.25" M-11 5x3 M-3x4 0 **6 0 M-5x8(Sr-3x4 l l ), )' b l ��p,ED PR OFFS 6-00=12 5-07-12 1-05-04 5-06 6-00-12 1 y �5 lNGI►vEF s% 24-08-08 �� v ,r 2 • `x' :9200PE 9r JOB NAME : POLYGON 7-D - A3 ��� Scale: 0.2202 t - 0/ WARNINGS: GENERAL NOTES, unless otherwise noted' O 1 Cr .Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for anIndividual -17�/ �, OREGON �I, .Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of Me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be lateragy braced at O Y 14, 2Q �c is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a110'o.c.respectively braced throughout their kngM by DATE: 4/4/2018 continuous sheathing such as plywood sheathing(TC)ancVor drywall(BC). MFR R 1 L� the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** SEQ.: K4 4 5 7 3 4 2 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no sane should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK deNgn loads be applied to any component. andar.for^drycomdimnoraae. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9 2 S.This design is furnished subject to the limitations set forth by 8.Plates shatl be located on both faces of truss,and placed so their center TPWVTCA 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,InoiCompuTrus Software 7.6.8(1 L)-E t0.For basic connector plate design values see ESR-13f1,ESR-1988(Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 414 1- 9=(-347) 821 2- 9=(-273) 253 7-14=(-1323) 435 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -981) 465 9-10=( -5) 16 9- 3=( -68) 342 14- 8=( -114) 68 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10-12=( 0) 0 9-11=(-179) 642 LOADING 3- 6=( -633) 404 11-13=(-350) 957 3-11=(-101) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 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=1 0) 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 2015. 0'- 0.0" -228/ 1045V -234/ 282H 5.50" 1.67 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5" -220/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-09-02 MAX LL DEFL = 0.038" @ 14'- 8.5" Allowed = 1.190" ,� ,9-I/ MAX TL DEFL = -0.099" @ 14'- 8.5" Allowed = 1.586" 11-11-11 0-UO2 8-06-11 3-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX HORIZ. LL DEFL = -0.016" @ 24'- 5.0" T 1 f MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" 10-00 Design conforms to main windforce-resisting f 1 4 5 system and components and cladding criteria. 12 M-5X6 12 Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 14-4.612.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 • load duration factor=l.6, et," End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 11111 M-5x10 M-1.5x3 • kltvil -/ iiiiiii ti T� ro � 111. I 13 **14 o 1** 9 10 12 o M-1.5x3 1 M-3x4 M-3x8 M-1.5x3 0 0 M-3x4 M-5x8 * b l J. 1 l 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 PR y15-01-12 l y 9-06-12 y \Gj''I '.' GIE Z.`r�0......7. 16-01-08 0-11-12 8-07 c2., l l 24-08-08 '' - 9s 0� f JOB NAME : POLYGON 7-D - A3V /ldlOP ' Scale: 0.1807 WARNINGS: GENERAL NOTES, unless otherwise noted I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Cr /C:!' ,�OREGON �ttr Truss: A3V and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. )' (1°.\ ` �# 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at /9 4• 1 A s •G� is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 1a o.c.respectivety unless braced throughout their length by 'i (a. DATE: 4/4/2018 the overall structure is me rebil f the building desi continuous sheathing such l b ptywg re aha d where)o nlor drywall(BC). - n R L� " sponsi ty o g goer. 3.2k Impact bridging or lateral bracing required where shown*• SEQ.: K4 4 5 7 3 4 3 4.No Toad should be applied to any component until alter al bracing 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 busses are to be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component and are or"dry condition"of use. S.CompuTmshasnocoMroloverantlassumesnoresponsibilRyforthe E necessary. esignassumes fun bearing atall supports shown.Shim orwedge If EXPIRES: 12-31-2019 ry p fabrication, shipment and instalahonscompovents. 7.Design assumes adequate drainage is provided. April 9,2 8 E.This tlesign Is hmished subject to the limitations set forth by B.Plates shall be located on both faces of truss,antl placed so their center TPIMRCA In BC SI,copies of which will be furnished upon request. lines celnade with joint center lines. 9.Digits indicate Has of plate In Maros. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For baMe connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -981) 378 7- 8=( -3) 16 7- 3=( -83) 343 5-11=( 0) 257 WEBS: 2x9 KDDF STAND 3- 4=( -633) 391 8-10=( 0) 0 7- 9=(-129) 637 5-12=(-1323) 341 LOADING 4- 5=(-1029) 321 9-11=(-282) 957 3- 9=( -88) 98 12- 6=( -119) 68 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -98) 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 29"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/ 104551 -233/ 2810 5.50" 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 29'- 8.5" -149/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. *` For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 4-09-02 6-06-11 3-05 MAX LL DEFT, = -0.031" @ 14'- 8.5" Allowed = 1.190" f 4 g f f MAX TL DEFT, = -0.049" @ 19'- 8.5" Allowed = 1.586" 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFT, = 0.015" @ 29'- 5.0" 12 12 M-5x6 M-4x6 MAX HORIZ. TL DEFT, = 0.025" @ 24'- 5.0" 12.00 V 3 12.00 #111MMEMEMMEMMEMMWDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-5x10 M-1.5x3 ti I oilL I N O I R M O IIIIIIIIIIIIIIIII J I _.4co AS 1 11 :12 Oj JJ��-- lie• 7 B 10 M-1.5x3 M-3x4 o M-3x4 M-3x8 M-1.5x3 0 M-5x8 y ), )' l .6 )' 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 .6 l l T� n 15-01-12 ), i' 9-06-12 .6 <��v PRQF�s y 1-11 16-01-08 0-11-12 8-07 � NGIN EF s/D l 24-08-08 y ��' v ,r '/i JOB NAME : POLYGON 7-D - A4 Scale: 0.2287 ! WARNINGS: GENERAL NOTES, unless otherwise noted: V /'fes. 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 07 4 O R EGO N <ti Truss: A4 and Warnings before construction commences. building component.Applicability pof cotih ofdesign parameters and proper A. 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. In ` 3.Additional temporary bracing to insure stability dung construction 2.Design assumes me top and bottom chortle to be laterally braced at IQ y 14 a 2.°N P# is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10 o.c.respectively unless braced throughout their length by G' i DATE: 4/4/2018 the overall structure is the responsibility of the building designee continuous sheathing such as plywood sheathing(TC)and/or Nywall(Bq. 3.rax Impact boil Crus or lateral bracing required the respective shown•t a �(](-3 I. SEQ.: 54 4 5 7 3 4 9 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respeaive contraaor. !�I7 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are br dry ondk on.of use. 5.CompuTmshas nocontrolover and assumes noresponsibility for the 6.Design assumes full bearing elalsupports shown.Shim orwedge it EXPIRES: 12-31-2019 necessary. g,shipment and installation o(components fabrication,handlin q p iim . 7.Design assumes adequate drainage is provided. April 9,20 1 V 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPVWfCA in SCSI,copies of which will be furnished upon request. lines coincide with mint center lines. 9.Digits indicate sae of plate in inches MITek USA,Int./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-f 311,655-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 24-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR; 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#1&BTR T2 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF#1&BTR LOADING 3- 4=(-1918) 729 9-11=( -24) 63 8- 4=(-687) 402 6-12=( 0) 404 WEBS: 2x4 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 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 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 LL( 50.0)+DL( 14.0)= 64.0 PLF 20'- 4.5" TO 24'- 8.5" V 11-10=( 0) 126 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL) 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 4.5" 0'- 0.0" -632/ 2442V -176/ 229H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'- 8.5" -870/ 2757V 0/ OH 5.50" 4.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 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 = -0.062" @ 11'- 11.4" Allowed = 1.190" MAX TL DEFL = -0.104" @ 11'- 11.4" Allowed = 1.586" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.026" @ 24'- 5.8" MAX HORIZ. TL DEFL - 0.042" @ 24'- 5.8" 7-11-11 12-05-02 4-03-11 T f f f 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. T 4 +597.3081. T irt97.30# 1' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 M-9x6 12.00 M-3x8 M-3x9 12.00 load duration factor=l.6, End vertical(s) are exposed to wind, 4 Truss designed for wind loads /1.5x3 \1411\ in the plane of the truss only. 1 1101110 -4x6 ti I N 0 M , AIL. 0 1 # B 9 11 M-3x10 M-3x4 I *M-3x6 M-3x8 M-7x8 M-7x8 0 0 M-1.5x3 y 1 1 1 l l 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 0 PROF 16-01-08 1 8-07 �C���� �INE�'�CV J24-0e-0e :9200PE ° JOB NAME : POLYGON 7-D - A5a ��,.._% Scale: 0.2286 WARNINGS: GENERAL NOTES, unless otherwise noted'. 10 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual OREGON Ole <Cr� Truss: AS and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2v4 compression web bracing must be installed where shown+. incarporeoon of component is the responsibility of the building designer. 2- 1 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at G/� :r 14 a .GQ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ID o.c.respectively unless braced Throughout(heir length by {o" continuous sheathing such as plywood sheething(TC)and/or drywall(BC). (��R i_\ To" DATE: 4/4/2018 the overall atm cture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* (� 4 SEQ.: K4 4 5 7 3 4 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no sme should any loads greeter then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied m any component. end are for coed go of use. um bil8 for the 6.Design assumes full bearing at al suppods shown.Shim or wedge If EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility y nemtsary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,20 1 O B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIA TCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MTek USA,Ino./ColnpuTrus Software 7.6.8(11_)-E 10.For bask connector plate design values see ESR-1311,ESR-1985(MTek) 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 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; 16-06-08 GIRDER SUPPORTING 29-08-08 FROM 9-00-00 TO 16-00-00 1- 2=( 0) 66 2-10=( -746) 2862 10- 3=( -670) 2592 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-9119) 1130 10-11=(-1328) 5000 10- 4=(-3296) 936 BC: 2x12 KDDF#1&BTR 3- 9=(-2862) 824 11-12=(-1779) 6792 4-11=( -510) 2268 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-5240) 1486 12-13=(-1774) 6792 11- 5=(-2312) 608 2x6 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 5- 6=(-6112) 1688 13-19=(-1518) 5880 12- 5=( -489) 2284 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 5.0" V 6- 7=(-3874) 1060 14- 8=( -959) 3879 5-13=(-1238) 309 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 67.7)+DL( 19.0)= 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5594) 1969 13- 6=( -486) 2168 BC LATERAL SUPPORT 72"OC. VON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 13'- 1.5" TO 16'- 6.5" V 8- 9=( 0) 66 6-14=(-3096) 890 BC UNIF LL( 0.0)+DL( 27.1)= 27.1 PLF 0'- 0.0" TO 16'- 6.5" V 19- 7=( -898) 3574 BC UNIF LL( 283.9)+DL( 193.0)= 476.9 PLF 9'- 0.0" TO 16'- 0.0" V NOTE: 2x9 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ HRG REQUIRED BAG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 3'- 5.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 13'- 1.5" 0'- 0.0" -883/ 3235V -88/ 88H 5.50" 5.18 KDDF ( 625) ADDL: BC CONC LL+DL= 2757.0 LBS @ 8'- 0.0" 16'- 6.5" -1284/ 4953V 0/ OH 5.50" 7.92 KDDF ( 625) OVERHANGS: 10.0" 10.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. CONS. 2: Design checked for net(-5 moi- 4 (- psf) uplift at 24 "oc spacing- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.000" @ 0'--10.0" Allowed = 0.083" \/�� 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL DEFL = -0.000" @ O'--10.0" Allowed = 0.111" M9'• oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = 0.093" @ 8'- 3.2" Allowed = 0.781" 9" oc in 3 row(s) throughout 2x12 bottom chords, MAX TL DEFL = -0.085" @ 8'- 3.2" Allowed = 1.092" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.000" @ 17'- 4.5" Allowed = 0.083" • MAX TL DEFL = -0.000" @ 17'- 4.5" Allowed = 0.111" '.I SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-04-11 9-09-02 MAX HORIZ. LL DEFL = -0.008" @ 16'- 1.0" 3-04-11 MAX HORIZ. TL DEFL = 0.016" @ 16'- 1.0" 3-04-11 2-01-07 2-09-02 2-09-02 2-01-07 3-04-11 Design conforms to main windforce-resisting T +88.108 T ' f 488.10# system and components and cladding criteria. 12 12 12.00pr M-4X8+ M-4x8 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 M-3x5 M-3x8 M-3x5 N12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q 6load duration factor=1.6, -- ki41144\\is Truss designed for wind loads 94, '� I ^Iin the plane of the truss only. M-5x16 M-5x16 �� II I I �//diffig� I IIN Io I I I �I I �.I IIl I I I o I 1 - 10 11 12 13 14 - 'o ci M-6x16+ M-3x5 M-4x12 M-3x5 M-6x16 9 0 M-4x8+ M-4x8+ M-4x8+ M-4x8+ M-4x8+ M-4x8+ M-4x8+ M-4x8+ b 1 b ♦zy7s7# 1 . 1 3-02-04 2-07-06 2-05-10 2-05-10 2-07-06 3-02-04 ..tt ED PROF (n� 0-08 16-06-08 0-08y N r GINE4cR V/7 <C/ 2 =92*OP yr JOB NAME : POLYGON 7-D - Bl J/ Scale: 0.3356 �� ��i✓" .e WARNINGS: GENERAL NOTES, unless otherwise noted: 13 CZ" 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 for an individual 74 4/OREGON to and Warnings before construction commences. building component.Applicability of design parameters and proper 1�. 2.Oct compression web bracing must be installed where shown i. incorporation of component is the responsibility of the ally brit designer. �J A In 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom to be braced at <O -T) y 14 f ne` �� is the responsibility of the erector.Additional permanent bracing of T continuous and at 10'o.c.respectively unless braced throughout their length by L DATE: 4/4/2018 the overall structure is the reaponsibilty of the buildingdesigner. sheathing such as plywood required sheathing(TC)and/or drywall(BO). g er. 3.24 Impact bodging or lateral bracing where shown 4 v �a R�o- S E K4 4 5 7 3 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the re 4 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses ere Po be used in a non-ccorrosive environment,s TRANS I D: LINK deNgn loads be applied to any component. and are for•dry condition'.m use. 6.Dessiignassumesfullbeadngetallsupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 5.CompuTrushas noconlrolover and assumes noresponstbilitybrthe ne fabncatlon,handling,shipment and installation of components. ry. 7.Design assumes adequate drainage is provided. April 9,2018 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 TPUWfCA in SCSI,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Iec./CompuTrus Software 7.6.8(1 L(Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 53 2-12=(-179) 751 3-12=(-197) 180 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-1049) 367 12-13=(-104) 654 12- 4=1-149) 383 WEBS: 2x4 KDDF STAND 3- 4=( -887) 401 13-10=(-192) 652 12- 6=1-173) 127 LOADING 4- 5=1 0) 0 6-13=(-173) 127 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1 -566) 341 8-13=(-149) 383 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -566) 341 13- 9=1-197) 180 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 8- 9=1 -887) 401 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 367 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 53 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 8.0" 8.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1000V -211/ 211H 5.50" 1.60 KDDF ( 625) 22'- 0.0" -227/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) 9-11-11 2-00-10 9-11-11 T . T T 4-00 3-10-04 2-01-071-004450-052-01-07 3-10-04 4-00 COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. T T T T T T T T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 8-00 8-00 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" . T MAX LL DEFL = 0.020" @ 11'- 0.0" Allowed = 1.054" 5 7 12 12 MAX TL DEFL = -0.030" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" 12.00 P7 N12.00 MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 4 1,4-3MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5" � 6 MAX HORIZ. TL DEFL = 0.011" @ 21'- 6.5" Wind: 190 mph, h=29T =92DL0A7lo , CaBRS )factr6.dwlaoo ,)5x3JIiS 3x4 M-3x8 M-5x6(S) M-3x8 M-3x4 o y l 1 y 7-08-08 6-07 7-08-08 y J• ,I" , ,<<,5113 5ti PP OFF 10-00 12-00 y yt. � NGWE 6.1, J. b 0-08 22-00 0-08 `'; 89200PE �c • JOB NAME : POLYGON 7-D - C2 Scale: 0.2909 WARNINGS: GENERAL NOTES, unless otherwise noted: © Cr 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 OREGON R Truss: C2 and Wamings before construction commences. budding component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown v. incorporation of component is the respon&biNy of the building designer. G< �� ^f\\ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chorda to be laterally braced at O 14, I 'L'V is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Y �P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). j�^R'�` DATE: 4/4/2018 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ H 1. SEQ.: K4457347 4.No load should be applied to any component until after all bracing and 4.Installation oftruslatherstosibe ullty itytlIthe anonpetiveVcontratorment fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component and are for"dry condition^of use. TRANS ID: LINK 5.CompuTmshas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all suppunsshown.Shim orwedge if EXPIRES: 12-31-2019 MKOMMly. fabhcation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,2018 + 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 TPINJTCA In BCSI,copies of which will be fumahed upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. Mick USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MRek) • This design prepared from computer input by + Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 53 2-10=1-449) 1626 3-10=1-175) 243 BC: 2x6 KDDF #1&BTR 2- 3=1-2523) 721 10-11=1-475) 1766 10- 9=1 -79) 697 WEBS: 2x9 KDDF STAND LOADING 3- 4=1-2356) 751 11- 8=1-393) 1633 10- 5=1-362) 285 LL = 25 PSF Ground Snow (Pg) 9- 5=(-1622) 589 5-11=1-341) 275 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=1-1631) 588 6-11=( -64) 677 BC LATERAL SUPPORT <= 12"OC. SON. TC UNIF LL( 125.0)+DL( 35.01= 160.0 PLF 8'- 0.0" TO 19'- 0.0" V 6- 7=(-2367) 756 11- 7=1-174) 243 TC UNIF LL( 50.0)+DL( 19.01= 69.0 PLF 19'- 0.0" TO 22'- 0.0" V 7- 8=1-2534) 726 BC UNIF LL( 0.0)+DL( 50.01= 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 8- 9=1 0) 53 NOTE: 2x9 BRACING AT 24"01 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.71= 597.3 LBS @ 8'- 0.0" TC CONC LL( 966.7)+DL( 130.71= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 8.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -510/ 2211V -209/ 209H 5.50" 3.54 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -514/ 2219V 0/ - OH 5.50" 3.55 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 7-11-11 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 6-00-10 7-11-11 MAX LL DEFL = -0.096" @ 11'- 0.0" Allowed = 1.059" 1' ' f 1' MAX TL DEFL = -0.077" @ 11'- 0.0" Allowed = 1.906" 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" 'l' fMAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" 597.30# 1597.30# SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 M-9x6 12 M-9x6 12.00 M-3x9 N12.00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" 5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.2ft, 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 M-1.5x3 M-1.5x3 in the plane of the truss only. 3 1111111F11111111 ' rn rear CD M 1D 11 0 o M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 0 1 ). ) ) 7-08-08 6-07 7-08-08 y y ,,,,,ED p R pF47 1, l 10-00 12-00 c� GINE 0-08 22-00 0 08 ,� tiN -,,t;)(51/0,f �' :9200 P E "r' JOB NAME : POLYGON 7-D - Cl �/� Scale: 0.2529 t - 0+ ' WARNINGS: GENERAL NOTES, unlessotherwlse noted' O j1.Builder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown antl is for an individual -9G OREGOTruss: C1 and Wamings before construction commences. buiding component.Applicability of design parameters antl2.9c4 cont b bracin in t f ponsi y p Proper pression we g must be Instaled where shown.. corpora ion o component is the res bili) f Me building i t ngt r. 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chortle to be Wterely braced at i0qy4 Ala Me responsibility of the erector.Additional permanent bracing of2'o.c.and at 70'o.c.respectively unkss braced IMoughout their length by s L/ the overall so re is the responslbilih of the builtling tleslgne ontinuous sheathing such as plywood sheathing(TC)andror drywall BO. DATE: 9 9 2016 r 3.rax Impact bridging lateral bracing q he where shown.. ( ) F�R`L, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilityf the re ctive contractor. �l fl L SEQ.: K4457348 fasteners are comleteandatno.meshouldloads5.Designeused ape p any greater thanare assumesor"drytrusses are to be in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry condition"muse. 6.Compurrus has no control over and assumes no responslbilfty for the 6.Design assumes lull bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, necessary. g,shi proem and instaletion of components. 7.Design assumes adequate drainage is provided. April 9,2 018 6.This design Is famished subject to Me limitations set forth by 6.Plates shall be located on both faces of Truss,and placed so their center TPINJTCA in SCSI,copies of which.5111 be fumished upon request. Ines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTlus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 53 2- 8=(-93) 839 3- 8=(-378) 348 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-1094) 258 8- 9=1-52) 547 8- 4=(-248) 616 WEBS: 2x4 KDDF STAND 3- 4=( -989) 441 9- 6=(-93) 711 4- 9=(-248) 616 LOADING 4- 5=( -989) 441 9- 5=(-378) 348 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 53 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -173/ 1000V -298/ 298H 5.50" 1.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -173/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T . f MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5-07-10 5-04-06 5-04-06 5-07-10 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" f f f f f MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.054" MAX TL DEFL = -0.043" @ 7'- 5.1" Allowed = 1.406" 12 12 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" M-4x6 12.00 .N12.00 MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.0" 9 MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" A. 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(Dir), load duration factor=l.6, Truss designed for wind loads Ilflh in the plane of the truss only. M-1,5x3M-1,5x3 3 \ if m `n 0 0 ul) 08 9 • o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 l o y ), 1 1 7-05-01 7-01-13 7-05-01 y �� ['Tope. y 10-00 ). 12-00 y y co` w13IN 'z- ''/ 0 08 22-00 0-08 ° :9200PE c--' JOB NAME : POLYGON 7-D - C3 All1111111! r Scale: 0.2199 • WARNINGS: GENERAL NOTES, unless otherwise noted. O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon me parameters shown and is for an Individual OREGON 441 Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper �G /1 }2.2a4 compression web bradng must be instaled where shown+. Incorporation of component is the responslbilly of the building dedgner. / III,} O3.Additional temporary bracing to insure stability during construction 2.Design aswmes the top and bodom chords to be laterally braced atO -71 Af 2 is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by `4` j,'� DATE: 4/4/2018 the overall structure is the responsibility f the building designer. 2x Imps us sheathing such as plywood re uired sheathing(TC)annoy drywell(B1). MFR R 1�."L �J ponsi ty o g goer. 3.2a Impact bridging or lateral bracing required where shown�i SEQ.: K4457349 4.No bad should be applied to any component until after all bracing and 4.Insttallationoftru sisthherr�beulsytlttheresp in a ctivevcontractor. enry t r. fasteners are complete and at no time should any loads greater than Design assumes and are for"dry condition"of use. TRANS I D: LINK design loses be applied to any component. s.eompuTn,a has no control over and assumes no responsibility ror the E Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 awry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April p 9,2 Q 18 - 6.This design is furnished subject to the limitations set forth by B.Plates shal be located on both faces of truss,and placed so their center TPVNJ1CA in SCSI,copes of which will be furnished upon request. lines coincide with join(center lines. 9.Digits indicate size of plate in inches MiTek USA,Inc./CompuTom Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 29-08-08 FROM 10-00-00 TO 16-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 52 2-10=(-74B) 3566 10- 3=( 0) 202 BC: 2x6 KDDF #1&BTR 2- 3=(-5448) 1176 10-11=(-750) 3564 3-11=1 -176) 208 WEBS: 2x9 KDDF STAND; LOADING 3- 9=1-5199) 1239 11-12=1-714) 3548 11- 4=1 -564) 2520 2x6 KDDF 92 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-9102) 1092 12-13=(-674) 3598 4-12=(-2030) 599 TC UNIF LL( 50.0)+DLI 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-4104) 1092 13-19=(-956) 4728 12- 5=(-1478) 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) 1256 14- 8=(-962) 4756 12- 6=(-2176) 636 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 283.9)+DLI 213.0)= 496.9 PLF 10'- 0.0" TO 16'- 0.0" V 7- 8=(-7246) 1594 6-13=1 -618) 2622 BC UNIF LL( 0.0)+DL( 20.01= 20.0 PLF 16'- 0.0" TO 22'- 0.0" V B- 9=( 0) 52 13- 7=(-1556) 442 OVERHANGS: 8.0" 8.0" 7-19=1 -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 HORS BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -991/ 9290V -297/ 297H 5.50" 6.86 KDDF ( 625) )0( nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -1262/ 5664V 0/ OH 5.50" 9.06 KDDF ( 625) 0( 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.089" 11-00 11-00 MAX LL DEFL = 0.061" @ 14'- 1.7" Allowed = 1.059" 4' .1 4' MAX TL DEFL = -0.126" @ 14'- 1.7" Allowed = 1.906" 4-01-12 4-00 2-10-04 2-10-04 9-00 4-01-12 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" MAX IL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.089" f f ,r ,r ,r ,r ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 M-4x6 12.00 [77 12.00 MAX HORIZ. TL DEFL = 0.034" @ 21'- 6.5" ' 4.0" 5 ,f,/ il\ Design conforms to main windforce-resisting system and components and cladding criteria. 111 11r-3X5Wind: 190 mph, h=29.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3X5;1111111 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss.only. M-3x63 4411i. A. M-3x6 41 Al I M-5x10 M m o At 1 _ Mne�6e OIC Y� 0 10 - 11 12 13 19 - to M-5x10 M-3x8 M-6x8 0.25" M-6x8 M-3x8 I 0 y y 2651#M-7x�(S) y ♦2442# y �< cO PROFFs y y 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 y y tiNGAVEL' �/0 0-08 22-00 0-08 w V ,T /L-y `, 9210P JOB NAME : POLYGON 7-D - C4 Scale: 0.1909 ,e WARNINGS: GENERAL NOTES, unless otherwise noted: O [}. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 " OREGON D„ 4/ Truss: C4 and blaming&before construction commences. building component.Applicability of design parameters and proper 2.2i4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. �,[� 3.Additional temporary bracing to insure stability during construction 2.Design assumes me lop and bottom chords to be laterally braced al <O -7 y y A y L A° �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelyrespectiveunlesslengthunes braced throughout their length by !'i DATE: 4/4/2018 the overall stmdureisthe resonslbili of the tlealnr. continuousshea^hinog�uchesptywooes'faMing(TC)antllordrywall(BC). 11/6-R1910- SEQ.: p tY 9 9 e. 3.2t.Impact bridg g lateral bracing r q ed where shown++K4 4 5 7 3 5 0 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and arero dry cone on"of use. 5.Cam Trus hes no control over and assumes no re 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12-31-2019 pu responsibility the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. placed so Meir center April 9,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and TPII WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 LL = 25 PSF Ground Snow (Pg) 4.00 11111111 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:4,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.009" @ 2'- 7.0" Allowed = 0.274" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. lir Wind: 140 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 I in the plane of the truss only- r 0 I I 1 1 rh 0 00 4 X 3X M-3x8 3-00 ED PROF y ACN 4-00 y Co C,1NEL, djo'L �� 89200PE 9r JOB NAME : POLYGON 7-D - E2 AP Scale: 0.9254 i / WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for an individual OREGON *a�'' 4(// Truss: E2 and Wamings before construction commences. building component.Appllcabiliry of design parameters and proper �� A N v( 2.2s4compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. /O -7 142� 1-` 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at t V �r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and of 10'o.c.respectiveN unless braced throughout their length by s 4/4/2018 the overall structure is the responsibility f the building desi continuous sheathing such as plywood required here s ownand/•drywell(BC). p b o g goer. 3.2x Impact bridging or lateral bracing required where shown•• �R RIO- DATE:SEQ.: K4 4 5 7 3 51 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the r responsibility beilytl l the nespecsoeVeerrvoonrment, fasteners are complete and at no time should any loads greater man Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTmshas r controloverentlessumesnoreoponsibil8y or the 6.Design assumes full bearing al al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, necespry. (� .I p ed smenc and installation s components. 7. lasshallb assumes adequate tothif c e is provided.and AP 11 9,20 1 8 6.This design is famished subject to the limitations set loan by 8.Plates shah be located on both faces of truss,and placed so(heir center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ES12-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-9=(-99) 81 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -7) 3 WEBS: 2x4 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 = 92.0 PSF 1'- 0.0" -24/ 205V -18/ 93H 5.50" 0.31 KDDF ( 625) 9'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) JT 1: Heel to plate corner = 5.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 9.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.009" @ 2'- 5.2" Allowed = 0.239- f ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 9.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting 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=l.6, M-1.5x3 End vertical(s) are exposed to wind, 2 3 -/ Truss designed for wind loads in the plane of the truss only. 40.0111011 m N 1 A r 0 I ti I 1 M i 1 5;>-‹. 2 ..4 0 M-3x8 M-1.5x3 y b 3-00 .1 y 4-00 ,��E� PROp4. �S ANGINEER /02��' :9200PE JOB NAME : POLYGON 7-D - E1Air .i;25rr Scale: 0.6335 " WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 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 nREGON Truss: El antl Wa things before contraction commences. building component.Applicability of design parameters and proper / 2.2a4 compresskn web bracing must be installed where shown*. '\� incorporation of component Is the responsibility of the building designer. �� �% o 0 � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at i0 9 y 14, is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively urticas braced throughout their length by .a DATE: 4/4/2018 the overall structure is the responsibility ofthe building tlesi continuous sheathing such as plywood sheathing(TC)and/or tlrywell(eC). ��� �� apona ty g gner. a 2a Impact bridging or lateral bracing required where shown w c SEQ.: K4 4 5 7 3 5 2 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective oonttactor. 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 drycondition" hdI he n'or use. s.compurrgehas n000mrolover and assumes noresponsibility rorthe 6.Design assumes full bearing at allsupponsshown.Shimorwedgeif EXPIRES: 12-31-2019 necessary. fabrication.handling,shipment and instigation of components. ].Design assumes adequate drainage is provided. 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 their center April 9,2 $ TPWJFCA in BCSI.copes of which will be furnished upon request. lines coinede with joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(114-E 70.For bask connector plate design values see ESR-7371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 33 2- 8=(-237) 1261 3- 8=(-311) 219 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1509) 390 8- 9=(-103) 834 8- 9=(-110) 492 WEBS: 2x9 KDDF STAND 3- 9-(-1318) 395 9- 6=(-256) 1261 4- 9=(-110) 492 LOADING 4- 5=(-1318) 395 9- 5=(-311) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1504) 340 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 33 TOTAL LOAD = 92.0 PSF OVERHANGS: 8.0" B.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -110/ 1000V -106/ 106H 5.50" 1.60 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -110/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "mc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.093" @ 14'- 5.8" Allowed = 1.054" MAX TL DEFL = -0.073" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL - 0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-09 Design conforms to main windforce-resisting 1 ,r ,r ,f 1. system and components and cladding criteria. 12 12 M-9x6 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 p Q6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" load duration factor=1.6, 4 4,--,( Truss designed for wind loads I% in the plane of the truss only. M-1.5x3 M-1.5x3 3 ro M o z s d. It MO � 8 9Go I 84-3x4 M-3x9 M-3x5(5) M-3x9 M-3x4 0 * 1 1 * 7-06-03 6-11-11 7-06-03 * y 12-00 b 10-00 y y \S���NG EF,�1 `r/0 � 2-v • 0-08 22-00 0-08 ,,,_."`4./ :9200PE c.-- JOB JOB NAME : POLYGON 7-D - G1 �..�� Scale: 0.2529 l �' WARNINGS: GENERAL NOTES, unless otherwise noted 0 Cr 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 OREGON t(.t Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper �� A 1c v( 2.944 compression web bracing must be installed where shown+. incorporation aclwmes component lathe responsibility of the building designer. �y co0.\` �- 3.Additional temporary bracing to insure stability during construction 2 Design the top and bottom chords to Dc laterally braced at I 14, •LV 1P Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length bya1 DATE: 9/9/2018 the overall structure is the responsibility of the building designer. 2x Impact continuous sheathing or such as acing replywood uir a where s andlor drywall(BC). FiR i l-� (IJ p ly g goer. 3.2s Impact bridging or lateral bracing required where shown** (,� SEQ.: 1<4457353 4.No bed should be applied to any component until alter all bracing and 4.Installation of trussithe rresponsibilli sed f the nont respective vcontractor. viront fasteners are complete and at no time should any loads greater than Design assumestrusses and ere for"dry condition'of use. design beds be applied to any component. TRANS ID: LINK S.CompuTmshas nocontrol over and assumes noresponsibil y orthe 6.Design assumes full bearing atall suppudsshown.Shim orwedge if EXPIRES: 12-31-2019 neceseery. /�r� p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April I .7,20.I8 1 • B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I" THIP/TCA 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,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1986(MiTek) 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 24 "oc spacing. TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LOADING system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 1z 4 1 6.00 TIM-4x4 12 Q 6.00 3 M O M i � �. C I O I M-3x5(5) M-3x4 M-3x9 1 y p y y l 12-00 10-00 `�`V PR OF, 0-08 22-00 IJ V/ ��c ' �cNG I N EER ` O 2 I� . . 89200PE yT JOB NAME : POLYGON 7-D - GGE Scale: 0.3904 4d011.'55;.% ------- WARNINGS: GENERAL NOTES, unless otherwise noted: O Z. t.Builder and erection contractor should be advised of all General Notes 1.This design ie based only upon the parameters shown and is for an individual 37, 4/OREGON Ot �4 Truss: GGE and Warnings before construction commences. bustling component.Applicability of design parametersand proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. eq �� 2' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and DOSom chords to be laterally braced at <O "7 y 14 is the responsibility of the erector.Additional permanent braci of o.c.and at 10 o.c.respectively unless braced Throughout mein length by s A continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ii"/ H+.,�R I O, V DATE: 9/4/2018 the overall structure Is me responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown++ (` SEQ.: K4 4 5 7 3 5 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non.orrosise environment, TRANS I D: LINK design mads be applied to any component. and are m"dry condition"ansae. 5.CampuTms Ms no control over and assumes no responsibility far the 8.Design assumes full bearing at all supports shown.Shim or wedge N necessary. EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Platenassumes adequate drainage is provided. April 9,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP/YWCA in 81St,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate In inches. MITek USA,Inc./CorllpuTrus Software 7.6.8(1 L)-E to.For bask connector plate design values see ESR-1311,E5R-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 52 2-5=(-82) 107 3-5=(-219) 89 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -90) 83 5-6=( 0) 0 WEBS: 2x4 KDDF STAND 3-4=(-100) 35 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 1'- 0.0" -78/ 388V -41/ 72H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -88/ 29V 0/ OH 1.50" 0.05 EDGE ( 625) 3'- 5.0" -29/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1-11-I1 'PROVIDE FULL BEARING;Jts:5,4,6 I 1BIVE LOAD. TOP ANDTBOTTOMRCHORDCLIVEFLLOADSPACT LNON CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 12.00 7 MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.011" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.013" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed = 0.048" -/ MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.6" Allowed = 0.072" MAX BC PANEL LL DEFL = 0.003" @ 2'- 0.5" Allowed = 0.075" MAX BC PANEL TL DEFL = 0.009" @ 2'- 0.5" Allowed = 0.100" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.023" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.029" @ 1'- 10.9„ jDesign conforms to main windforce-resisting o system and components and cladding criteria. I N Wind: 190 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '2/ End vertical(s) are exposed to wind, MTruss designed for wind loads 1Lo 1111111111111111111 in the plane of the truss only. M-3x4 M- .5x3 2-05 1 l l 0-08 3-05 ��EO PROF4ts �� NGtNFs/ c.;,. <(,.,- * � ""89200PE JOB NAME : POLYGON 7-D - BJ1 Scale: 0.6698 -4.j • WARNINGS: GENERAL NOTES, unless otherwise noted. 11. IZ i.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual /7/... O REGO N <G/ Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper %%% A 2.2a4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chortle to be latemlty braced a[ s incorporation of component is the responsibility of the building designer. /O � 2 t1 1 1\- 3.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al i7 o.c.reapectivety unless braced throughout their length by ,(�1 continuous sheathing such as plywood sheathing(TC)andror drywall(BC). FIR 1 l..L �J DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ SEQ.: K4457355 4.No load should be applied to any component until after all bracing and 4.Installation of tru1Ns�e rerepo rese ponsibility of the^enpetiievcone ntrra to. fasteners are complete and at no time should any bads greater than Design assumes vironment, and are for"dry condition"of use. TRANS I D: LINK design loads be applied so any component.5.CompuTrus has no control over and assumes no responsibility for the G Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 s assn fabrication,handling,isfuli is,shipment andthe installation s components.by7.Plates b el adequate drainage is trusse tSP1I 9,20 1 8 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both meas of truss,and placed so their center TPIMr1CA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompgTnss Software 7.6.8(1 L)-E to.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 2015 'MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-154) 87 3-4=( -49) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 6.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 253V -56/ 155H 5.50" 0.91 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3•- 2.2" 0/ 91V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 5.0" -133/ 148V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,5,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 4MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 12 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.056" 12.00 MAX TL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.074" 3 MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.4" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.026" @ 2'- 1.9" Allowed = 0.925" SEASONED LUMBER IN DRY SERVICE CONDITIONS '1 MAX HORIZ. LL DEFL = -0.001" @ 3'- 9.3" MAX HORIZ. TL DEFL = -0.001" @ 3'- 9.3" Design conforms to main windforce-resisting system and components and cladding criteria. ti I v Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. • O Lo r� o I fMEMO 20. -1 0 1 M-3x4 y 1 1 1 0-08 3-05 0-06-11 51/4 PROFFS ,N s ANG FF,4 /02 44, '�' :9200PE „,1-"" JOB NAME : POLYGON 7-D - BJ2 Scale: 0.5805 L ' WARNINGS: GENERAL NOTES, unless olherwice noted: 4 Ct. Truss: BJ2 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 indhldual 17� OREGON DR `t(/�C and warnings before construction commences. building component.Applicability of design parameters and proper '\ 2.214 compression web bracing must be installed where shown+. incorporation of component la the responsibility of the building designer. �J 2��' �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �O -1)' 7 r s 11J is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 16 o.c.respectively unites braced throughout(heir length by DATE: 4/4/2018 the overall structure is the re biliof the buildingtlesi sheathing such as plywood required et whereC)and/or drywall(BC). eponsi ty designer. 3.2s Impact bridging Sr lateral bracing required shown++ ER RI LL SEQ.: K4 4 5 7 3 5 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 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, loads be applied any and are for"tlry condition"of use. tlesi TRANS ID: LINK gn ppie ycomponent. 5.CompuTms hes no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge if anary. gpEXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage Is provided. April 9,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPIMRCA In BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 - 9.Diggs indicatesize of plate in inches. 1 LE P ( ) 10.For bask connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-300) 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 244V -88/ 209H 5.50" 0.39 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 4.3" -194/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -52/ 73V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 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" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" 12.00 V MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 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, 0) i Truss designed for wind loads (� o in the plane of the truss only. M O N 1 odlel" O M-3x9 y y y 1 �«1�Ep P R QF�SS 0-08 3-05 2-06-11 cco 0NG_NEFR /0 ° 89200PE JOB NAME : POLYGON 7-D - BJ3 Scale: 0.4560 %�.�; • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual fl OREGON �Q Truss: BJ3 and Warnings before construction commences. budding component.Applicability of design parameters and proper lot, 2.2v400mpression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. GHQ L1 ��f �f1� 1` 3.Additional temporary bracing 10 insure stability during conslructlan 2.Design assumes the lop and bottom chords to be laterally braced al • '4' V r • is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byQ DATE: 4/4/2018 the overall structure is Me responsibility of building tlesi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R R l L\- p ty o g gner. 3.2s Impact bridging or lateral bracing required where shown++ (^ SE K4457357 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4'' fasteners are complete 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"of use. TRANS ID: LINK design beds be applied to any component. 5.CompuTmshas nocontrol over and assumes noresponsibility brthe S Design assumes full bearing at all suppodsshown.Shim orwedge if EXPIRES: 12-31-2019 nemssary. r� p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,20.1 1 8 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 TPLWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=10) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-936) 396 3-4=1-172) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -44) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 8.0" 6.7" TOTAL LOAD= 42.0 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" -10/ 231V -115/ 286H 5.50" 0.37 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'- 9.3" -269/ 325V 0/ OH 1.50" 0.42 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 5.0" -144/ 179V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,3,4 5 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 4 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.000" @ 7'- 11.7" Allowed = 0.056" Ij MAX TL DEFL = -0.000" @ 7'- 11.7" Allowed = 0.074" MAX TC PANEL LL DEFL = 0.005" @ 2'- 2.7" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.006" @ 2'- 9.0" Allowed = 0.425" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.005" @ 7'- 4.3" 12.00 MAX HORIZ. TL DEFL = -0.005" @ 7'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. c ti Wind: 190 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c 3 0 load duration factor=l.6, Truss designed for wind loads oo in the plane of the truss only. rn O u o M-3x4 , 1, 3-05 l 4-06-11 l <���Q P 1Q�[� ,� �NG1 NEs'i?�i'2 `x :9200PE 9C JOB NAME : POLYGON 7-D - BJ4 1�//��� Scale: 0.3819 aII WARNINGS: GENERAL NOTES. unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is Br an individual -yG A.OREGON b oto Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.214 compression web bracing must be installed whore shown t. incorporation of component is the responsibility of the building designer. �o'� �� 3.Adddional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7Q h' 14, is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10.u.c,respectively unless braced throughout their length by DATE: 4/4/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing where shown•• FR R i LL SEQ.: K4 4 5 7 3 5 8 4.No load should be applied to any component until tafteroad greater ng and 4.Installation of truss is the responsibisy of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, loads beapplied to an [ and are for'Wry condition"of use. TRANS ID: LINK design asycomponen. 5.GompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full beadngatall supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. fabdcatlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 9,2018 6.This design is furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCS(,copies of which will be furnished upon request. Tines coincide with joint center lines. 9.Diggs indicate s¢e of plate in Inches. MiTek USA,Ina./CornpuTeus Software 7.6.8(1 L)-E 10.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 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x9 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-20) 88 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: 8.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -23/ 223V -30/ 83H 5.50" 0.36 KDDF ( 625) 1'- 10.9" -179/ 180V 0/ OH 1.50" 0.29 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 0.0 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 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 = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL = 0.007" @ 3'- 6.6" Allowed = 0.354" 1-11-11 MAX BC PANEL TL DEFL = -0.059" @ 4'- 4.8" Allowed = 0.472" 4 f SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -1 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, 0LIMIIIIIIIIIIMINMIIIIIIIA Truss designed for wind loads in the plane of the truss only. v co Nrn0 N oO M-3x4 l l l 0-08 8-00 vc), O P R OFex, G AN ►NF ,<� � '4 '",p �„ ,.... 89200PE JOB NAME : POLYGON 7-D - J1 Scale: 0.5930MIS WARNINGS: GENERAL NOTES, unless otherwise noted: INF Q 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual -c7 OREGON *, ti, Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper J/ Yr %%% ON 1a 'c 2.2.4 compression web bracing must be installed where shown+. incorporation of component is IM responsibility of the building designer. ^ � 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at /O Y vi s 'L is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively unless braced throughout Meir length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). M�a l R �` DATE: 4/4/2018 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown+* ` l-- SEK4 4 5 7 3 5 9 4.No load should be applied to any component unit after all bradng and 4.Installation of truss is the responsibility of the respective contractor. 4'' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a non-corrosive environment, and are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK S.CompuTroshas nacontrol over and assumes noresponsibility or the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ssary. fabrication,handling,shipment and installation limitations of components. 7.Design assumes adequate drainage is provided. April 9,20 1 8 6.This design is furnished subject to Me limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPWJ1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,Int./CotllpuTrus Software 7.6.8(1 L)-E 10.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 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-84) 113 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: 8.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" 0/ 309V -58/ 145H 5.50" 0.49 KDDF ( 625) 3'- 10.9" -202/ 183V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING:Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 3-11-11MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" / I 1 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" -, MAX TC PANEL TL DEFL = -0.046" @ 2'- 2.3" Allowed = 0.503" 12 MAX BC PANEL TL DEFL = -0.082" @ 4'- 1.4" Allowed = 0.472" 12.00 17 SEASONED LUMBER IN DRY SERVICE CONDITIONS ) MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, Truss designed for wind loads o in theplane of the truss only. I Y- o N oI ►� 1q M-3x4 J• l y 0-08 8-00 p PR <0'Ck °RFs �NGi 1 N E&cR 0/0 `x' 89200PE r JOB NAME : POLYGON 7-D - J2 Scale: 0.5555 40 WARNINGS: GENERAL NOTES, unless otherwise noted: �, • ` CC 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 -yG "/OREGON 4, Truss: J2 and Warnings before construction commences. building component.Applicability of designparameters and tion of cam proper 2.2e4 compression web bracing must be installed where shown+. irlcorpore portent is the responsibility of the building designer. 2 ��' 3.Additional temporary bracing to insure stability during constmdbn 2.Design assumes the top and bottom chards[o be lateral braced at /O q y 14 is the responsibilily of the erector.Additional permanent bracing of T on.and at 10'o.c.respectively unless braced throughout their length by 1 w DATE: 4/4/2018 the overall structure is the responsibility of tee building desgner continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4/Vv 3.20 Impact bridging lateral bracing required whereshown++ ��[])��� SEQ.: K4457360 4.No load should be applied to any component until after all braci g and 4.Installation or truss is the responsibility of the respective contractor. (l 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 ondition of use. 5.CompuTms hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge i! necessary. T IpEXPIRES: 12-31-2019 lea esigon,handling,shipment end he lunation of components. 7.Design assumes adequate drainage is provided. April 9,LO 1 V 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWICA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.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 B'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-9=10) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-148) 159 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 377V -88/ 208H 5.50" 0.60 KDDF ( 625) 5'- 10.9" -195/ 220V 0/ OH 1.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 'PROVIDE FULL BEARING;Jts:2,3,4 ' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 T "r MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 3 -/ MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 0MAX TC PANEL LL DEFL = 0.249" @ 3'- 2.0" Allowed = 0.529" MAX BC PANEL TL DEFL = -0.192" @ 4'- 1.4" Allowed = 0.972" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 12.00 177 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), load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. M O IM, O1 .t �.,a -/ O M-3x4 y0-081 8-00 1 co`(LQ� PRoeC9 ,NANG'N E •'Y, cS1j"09 92 0 <' JOB NAME : POLYGON 7-D - J3 • Scale: 0.9590 .or WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON L(/ Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper a 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of me buibirg designer. LSO '44' A 1l 1 Ll' �{��N' 3.Additional temporary bracing to insure stability during consWdbn 2.Design assumes the top and bottom chords to be lateraly braced at T T V is the recponsibildy of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by a f1 DATE: 4/4/2018 the overall structure is the responsibility f the building des continuous sheathing or such as plywood aired in erc)annoy tlrywall(BC). Ji/1 � �� �J p ly o g goer. 3.2s Impact bridging or lateral bradng required where shown+• SEQ.: K4 4 5 7 3 61 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsbtNy of the respective contractor. fasteners are complete and Cl no time should any loads greater than 5.Design assumes busses are to be u.d to a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTroshas nocontrolover and assumes noresponsibility orthe 6.Design assumes full bearing at all suppodsshown.Shim orwedge if EXPIRES: 12-31-2019 scary. p p fabrication,handling,shipment and instelatbn of components. 7.Design assumes adequate drainage is provided. April r 9,20 18 1 6.This design Is furnished subject to be limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI N?cA in SCSI,copies of which vnll be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc✓CompUTnls Software 7.6.8(11)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(-177) 185 3-5=(-267) 255 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-267) 125 WEBS: 2x9 KDDF STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -43/ 434V -118/ 276H 5.50" 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.5" -87/ 240V 0/ OH 5.50" 0.38 KDDF ( 625) • 7'- 11.7" -88/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.015" @ 6'- 2.7" Allowed = 0.350" 4 MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.5" Allowed = 0.972" SEASONED LUMBER IN DRY SERVICE CONDITIONS li MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 12.00 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 3 1\ coco rt O Allhll‘.. o M-3x4 M-1.5x3 y �co'C' G NSz.`/ 0-08 8-00 C? 7". �� :9200PE r JOB NAME : POLYGON 7-D - J4 Scale: 0.3586 r /� . - WARNINGS: GENERAL NOTES, unless otherwise noted: fl Ct 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 YG 41 OREGON 2>< �� Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the reaponstblNy of the building a designer. nO 3.Additional temporary bracing to insure stabiliy during construction 2.Design assumes the too and bosom chorda to be Nterely braced at y 14 e4°' �+ is the responsibility of the erector.Additional permanent bracing of T u.c.and at 10 o.c.respectively unless braced throughout their length by /O e DATE: 4/4/2018 the overall structure is the responsibility f the building desi continuous sheathingginor such as acing rplywooequired uired sheathing(TC)s ownand/+drywell(BC). �� L� sport ty o g goer. 3.2s Impact.bridging or lateral bracing requiretl where shown++ C SEQ.: 1144 5 7 3 62 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are mr"do condition"9 use. 5.CompuTrus hes no control over end assumes no responsibility tor thenecess6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes s umes adequate drainage is provided. 6.This design is fumishetl subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 9,2 18 TPWVTCA In 8151,copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inn./CompuTras Software 7.6.8(1 L)-E 10.For basic connector plate design values see 156-1311,ES12-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-158) 183 3-6=(-263) 227 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-347) 125 WEBS: 2x4 KDDF STAND 3-4=(-327) 125 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: 8.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 404V -137/ 381H 5.50" 0.65 KDDF ( 625) 7'- 9.5" -69/ 232V 0/ OH 5.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -326/ 408V 0/ OH 1.50" 0.52 KDDF ( 625) REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,6,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 'I 1' MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5 -I MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFT. = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL DEFL = -0.044" @ 9'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = -0.028" @ 6'- 8.1" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.5" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS /1114k12 MAX HORIZ. LL DEFL = -0.007" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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 • 0r,oL-o c` GINE /�D�EPROPA, co. y y y y �� 0-08 a-oo 1-11-11 19 * ��' . 89200PE T-- JOB NAME : POLYGON 7-D - J5 Scale: 0.3118 j� WARNINGS: GENERAL NOTES, unless otherwise noted: IP Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design only upon the parameters shown and is for an individual = OREGON �� Truss: J5 and Warnings before construction commences. buiding component.Applicability of design parameters and proper L 2.2s4 cora b bracing t be installed where shown*. incorporation of component is the responsibility of the building designer. �(�\ �� compression we a mu: 2.Design assumes the top and bottom chords to be laterally braced at i0 '41 y y 4 V 3.Additional temporary bracing to insure stability during construction 7 o.c and at 10'o.c.respectively unless braced throughout their length by a is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �A�//�`' 0 DATE: 4/4/2018 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown** "� RIO- SEQ.: I _-SEQ.: K4 4 5 7 3 63 4.No bad should be applied to any component until after all bracing 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, TRANS ID• LINK design bade be applied to any component. and are for'dry condition-of use. 5.CompuTius has no control over and assumes no responsibility for the 8 Design gassumes NII bearing at ell supports shown.Shim or wedge 8 EXPIRES: 12-31-2019 p fa is fabrication,is furnished handing,shipment and installation of components.rts by 7.Design assumes adequate drainage is provided. April 9,20 1 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVW1CA in BCS1,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,Inc.ICompuTrtls Software 7.6.8(1 L)-E to.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 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-148) 173 3-6=(-249) 213 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-399) 303 WEBS: 2x4 KDDF STAND 3-4=(-378) 313 LOADING 4-5=(-124) 88 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 420V -180/ 423H 5.50" 0.67 KDDF ( 625) 7'- 9.5" -87/ 223V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -260/ 333V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 11.7" -94/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,4,5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 .r ,( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.343" ' MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.5" Allowed = 0.472" 000io SEASONED LUMBER IN DRY SERVICE CONDITIONS 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. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ti I C 0 I M-3x5 ~ Ai\ M O I t rw I M-3x4 M-1.5x3 es' Jl l 1 \Cjc(cc1,,NG FR 6/0 0-08 8-00 3-11-11 ,� 2 89200PE c-- JOB NAME : POLYGON 7-D - J6 Scale: 0.2678 ....1-__ WARNINGS: GENERAL NOTES, unless otherwise noted: 0 Q' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only uponthefdmmetersshownandIsforanIndividual -yL 4,OREGON DI �� Truss: J6 and Warnings before construction commences. building component.Applicability of design para melem and proper z.Dt4 compression web bracing most be installed where shown t. incorporation or component is ms responsibility or me building designer. A (� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 '1 y 14 r ,AN �„ is 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: 4/4/2018 the overall structure is the responsibility f the building desl continuous sheathing such as acing rplywooequired uired in ere s and/or tlrywell(BC). �R R10- • RY o 9 goer. 3.lir Impactotobridging or lateral bracing required where shown • SEQ.: K4 4 5 7 3 6 4 4.No load should be applied to any component until after al bracing and 4.Installation of toss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes tosses are to be used in a noncorrosive environment, deli wadsbea lees to an t. and are for"dry condition"or use. ' TRANS ID: LINK gn applied ycomponen 6.Desi full at nssnown.Ohmorwea en 5.CompuTrus has no control over and assumes no responsibility for the Design assumes g a ppo g EXPIRES: 12-31-2019 siry fabrication,handling,shipment and instalation 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 so their center April 9,2 .I I(J TPIPA TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate stye of plate in inches. MITek USA,InoiCompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-150) 176 3-6=(-254) 216 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-328) 246 WEBS: 2x4 KDDF STAND 3-4=(-308) 256 LOADING 4-5=) -89) 62 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 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: 8.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -38/ 423V -165/ 386H 5.50" 0.68 KDDF ( 625) 7'- 9.5" -87/ 227V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -220/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 0.0" -65/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'PROVIDE FULL BEARING;Sts:2,6,4,5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 11-00 ,1' 4' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 6 -' MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.019" @ 1'- 11.2" Allowed = 0.343" /11°°°°°°°°"°°°''°°°°'°°°°°'') MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.5" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS 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. 12 , Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 P7 (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 I N O N M-3x5 ,-, rn A164 NIIH.11111\ oi �w •,--..6b O M-3x4 M-1.5x3 l l b l c3' ' GINE. / c, O20-08 8-00 3-00 , JOB NAME : POLYGON 7-D J7 411i111. . Scale: 0.2861 �! WARNINGS: GENERAL NOTES, unless otherwise noted: li /Z. 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 OREGON 4,/ Truss: J7 and Waminga before construction commences. building component.Applicability or design parameters and proper �/ 47 2.204 compression web bradng must be installed where shown 4. incorporation ofcomponeM is the responsibility of the building designer. �, /7 2 �'\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O -7 1 4 1 P is the responslbllay of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by A_/� DATE: 4/4/2018 the overall structure is the responsibility f the building designer, continuous sheathing such as plywood aired here)annoy dr9ue l(BC). �`�I �� p ty o g goer. 3.2a Impact badging or lateral bracing required where shown r d• +' SEQ.: K4457365 4.No load should be applied toany componentuntil afterallbracingand 4.Installation oftruss isthe responsibility ofthe respective contractor, fasteners are complete and at no bee 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 toany componem. and areror°drvnonano ortse. s.comptrrtshas nocontrol over and assumes noresponsibility for the 6.Desissumesfull bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,2 018p 6.This design 9 famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pissed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MITek USA,Ino./ColnpuTrus Software 7.6.8(1L)-E 10.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 8'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-72) 116 6-5=1 0) 23 BC: 2x9 KDDF#1&13TR SPACED 29.0" O.C. 2-3=(-213) 0 5-7=(-93) 148 5-3=( 0) 71 WEBS: 2x9 KDDF STAND; 3-4=) -21) 34 3-7=(-163) 103 2x9 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 339V -58/ 145H 5.50" 0.59 KDDF ( 625) OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -193/ 89V 0/ OH 1.50" 0.19 KDDF ( 625) 8'- 0.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I 3_11_11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 4 MAX LL DEFL = 0.008" @ 2'- 9.2" Allowed = 0.170" 12 MAX TL DEFL = -0.009" @ 2'- 9.2" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 12.00F77 0 MAX BC PANEL TL DEFL = -0.023" @ 5'- 0.2" Allowed = 0.290" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 3 MAX BORIZ. LL DEFL = -0.012" @ 7'- 7.6" MAX BORIZ. TL DEFL = 0.014" @ 7'- 7.6" 11111111111111111111.... io Design conforms to main windforce-resisting system and components and cladding criteria. m i Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, m (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. r AIIIIIIIIIIIIIIIIIIII'-wmfw.17 o Pifill ro M-1.5x3 • 1 l 1 "► M�3x4 0 M-3x4 M-3x5 • J• J. J• 2-09-04 5-02-12 J. l J. 1 0-08 2-11 8-00 5-01 <S���NGINEF,q s�0 2 ' :9200PE r JOB NAME : POLYGON 7-D - J8 Scale: 0.5305 "" ww-- WARNINGS: GENERAL NOTES, unless otherwise noted: fl CC 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 9L 47 OREGON t„ �4/ Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. '14 ^� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braved at <O y is the responsibility of me erector.Additional permanent bracing of 2 o.c.and at 10'o.0,respectively unless braced throughout their length by a �V continuous sheathing such en plysood she Orywell(BC). 1 Z L�DATE: 4/4/2018 the overall structure is the responsibility ty of the building designer. 3.2a Impact bridging or lateralbracing required whereshown++ C SEQ.: K4 4 5 7 3 6 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no tee should any bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads he applied to any component. and aremrtlrywntlinon muse. 5.CompuTius has no control over and assumes no responsibility for the 8.Designassumesfull bearing at at supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing, ry r� q p shipment and leWatio s components. 8,Design shall b assumes adequate drainage face to truss,and April 9,20 1 8 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of trues,end placed so their center TPIIWTCA in BCS(,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTros Software 7.6.8(11)-E 10.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 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-121) 185 6-5=( 0) 23 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-284) 43 5-7=(-156) 236 5-3=( 0) 71 WEBS: 2x4 KDDF STAND; 3-4=( -87) 73 3-7=(-261) 172 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 391V -88/ 209H 5.50" 0.63 KDDF ( 625) OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -134/ 124V 0/ OH 1.50" 0.20 ROOF ( 625) 8'- 0.0" -18/ 157V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -B.0" Allowed = 0.067" f f MAX IL DEFL = -0.001" @ 0'- -B.0" Allowed = 0.089" 4 -/ MAX LL DEFL = 0.012" @ 2'- 9.2" Allowed = 0.270" MAX TL DEFL = -0.015" @ 2'- 9.2" Allowed = 0.359" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" (IMAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.019" @ 7'- 7.6" 12.00 MAX HORIZ. TL DEFL = 0.022" @ 7'- 7.6" • Design conforms to main windforce-resisting system and components and cladding criteria. l0 M-4X6 0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), as o load duration factor=l.6, IIP' in Truss designed for wind loads in the plane of the truss only. A I 01 t NM N (�� o M-1.5x3 ,► 1 11 1 143x4 0 M-3x9 M-3x5 1 1 1 2-09-09 5-02-12 1 k 1 J. ((.5ED P R OAFS 0-08 2-11 8-00 5-01 `�` :9200PE 1-- JOB JOB NAME : POLYGON 7-D - J9 i��'! Scale: 0.4181 �- WARNINGS: GENERAL NOTES, unless otherwise noted: CC 1.Budder and ereGion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and N for as Individual © OREGON *' L(/ Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper /I1 y� /� 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. /0��,' �0\ 4` 3.Additional temporary bracing to Insure stability during constmdion 2.Design assumes the top and bedom chords to be laterally braced at T V is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respedivey unless braced throughout Meir length by a (]� DATE: 9/4/2018 the overall structure is the responsibility of the buildingdesi continuous sheathing such as ptywcod sheat where s ownand/4 drywall(BC). MFR R`L`' �J p ty designer. 3.2x Impact bridging or lateral bracing required where shown++ S E K 4 4 5 7 3 67 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition.'of use. TRANS ID: LINK 5.CompuTushas noconholover and assumes noresponsibility for the 8.Design assumes hill bearing at all suppods shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Ap rii 9,20 18 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPII'MCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MITek USA,IncJConlpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-215) 271 6-5=1 0) 23 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-359) 75 5-7=1-276) 395 5-3=( 0) 71 WEBS: 2x9 KDDF STAND; 3-4-(-158) 118 3-7=(-382) 305 2x9 KDDF #16BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 431V -118/ 276H 5.50" 0.69 KDDF ( 625) OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 7.6" -56/ 202V 0/ OH 5.50" 0.32 KDDF ( 625) 7'- 11.7" -119/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,7,9 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 fMAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 4 -I MAX LL DEFL = 0.020" @ 2'- 9.2" Allowed = 0.354" MAX TL DEFL = -0.021" @ 2'- 9.2" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" • Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 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=l.6, `o Truss designed for wind loads .j in the plane of the truss only. m 0 I M-4x6 r 3 O 0 7.... al I -a I M-1.5x3 o - I Mb3x4 0 M-3x9 M-3x5 l l l 2-09-04 5-02-12 <AkEDPROF 0-08 2-11 8-00 5-01 �NGINEF9 /O 2 �� :9200PE �T JOB NAME : POLYGON 7-D - J10 .....4 ' Scale: 0.3956 '- WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual 74. OREGON 4/ Truss:Truss: J10 and Wamings before construction commences. building component.Applicability of design parameters and proper 2 2s4 compression web braying must be instaNed where shown+, incorporation of component is the responsibility of the building designer. A l O �• 3.Addinsureional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at 1:C) -7 14 „,v.-- '4 {1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s 9/9/2018 the overall structure Is the responsibility f the building tle continuous sheathing such as plywood sheathing(TI)and/or tlrywall(BC). sponsi ty o g signer. 3.2s Impact bridging or lateral bracing required where shown++ ���10- DATE: SEQ.: K 4 4 5 7 3 68 4.No load should be applied to any component until alter all bracing 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, and are for"dry condition.'of use. TRANS I D: LINK design bads be applied to any component.s.cam Tru hes no control over and assumes no re 6.Design assumes NII bearing at an supports shown.Shim or wedge d EXPIRES: 12-31-2019 pu responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Ap r 19,201 8 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 Meir center TPVWTCA in BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate see of plate in Inches. MITek USA,Inc✓COmpulnas Software 7.6.8(11.)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-7=(-207) 271 7-6-( 0) 23 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 75 6-8=(-265) 345 6-3=( 0) 71 WEBS: 2x4 KDDF STAND; 3-4=(-199) 118 3-8=(-382) 293 2x4 KDDF #1&BTR A LOADING 4-5=( -43) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 6.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -44/ 429V -124/ 305H 5.50" 0.69 KDDF ( 625) 7'- 7.6" -57/ 202V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -171/ 211V 0/ OH 1.50" 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP !PROVIDE FULL BEARING;Jts:2,8,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 8-06-08 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 T 1' MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5 -7 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.019" @ 2'- 9.2" Allowed = 0.354" 4 MAX TL DEFL = -0.021" @ 2'- 9.2" Allowed = 0.472" MAX LL DEFL = -0.000" @ 8'- 6.5" Allowed = 0.054" MAX TL DEFL = -0.000" @ 8'- 6.5" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.030" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads °D in the plane of the truss only. M-4x6 1111111111114- 1°...- rn A11 . KiR M-1.5x3 of 1 M3x4to o M-3x4 M-3x5 1 1 2-09-04 5-02-12 1 l b y ����E G P R Qfi `rc$' o-oey 2-11 5-07-08 l l !NE 8-00 0-06-08 �, tiN &,,, O�9 '9210P r-- JOB `JOB NAME : POLYGON 7-D - J11 . 4111110„,‘___ Scale: 0.3137 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1.5) 4,OREGON ��C/� Truss: J11 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. /O Al)' 1' 0{1N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !/ t V is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by { `-('� DATE: 4/4/2018 the overall structure is the responsibility f the building des x Imp continuous sheathing such as acing rplywooe aired n ere s and/or drywall(8C). MER RIO- SEQ.: (L �/ ponsi rya g goer. 3.2x Impact bridging orlalenlbndng required where shown++ S EQ.: K4 4 5 7 3 6 9 4.No load should be applied to any component until ager all bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any Toads greater than 5.Deals assumes trusses are to be used in a non-corrosive environment, and are for condition"of use. tlestgn loads be applied to any component. TRANS ID: LINK 5.CompuTmshas w onrolovaraneassumesnoresponsbilly or the 8.Design assumes full bearing at al supports shown.Shim orwedge if EXPIRES: 12-31-2019 'eery fabrication,handling,shipment and installation of components. T.Designsstrap assumes adequate tdrainage is provided.and April 9,2018 8.This design is famished subject to the limitations set forth by B.Plates shit be located on both faces of truss,ane pieces so Meir center TPINJrCA in BCSl,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,IncJCotnpuTrus Software 7.6.8(1 L)-E 10.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 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-11) 53 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-57) 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -29/ 228V -30/ 83H 5.50" 0.36 KDDF ( 625) 1'- 9.2" -11/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -41/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 1-11-11 MAX LL DEFL = 0.001" @ 0'- -8.0" Allowed = 0.067" f f MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.003" @ 1'- 2.9" Allowed = 0.220" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /IL load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. cN MI relliiillW-IiOMEN 411E:30 - l 1 I. 0-08 2-00 <�,Ci' 13 PROFFs 74GINE '4\ :9200PE JOB NAME : POLYGON 7-D - SJ1 4� Scale: 0.6597 'e WARNINGS: GENERAL NOTES, unless otherwise noted: a Q^ Truss: SJ1 and Warnings before construction commences. building I.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an individual -�� ,�OREGON �'C(building ding componentApplicability of design parameters and proper 2.2s4 compression web bracing mus[be iodated where shown+. incorporation of component is the responsibility of Me building designer. A 3.Additional temporary bracing to insure stability during construdlon 2.Design assumes the top and bottom chords 10 be laterally braved at -7 r ^ 2-°\„0" is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively unless braced Throughout their length by O 4 s DATE: 4/4/2018 the overall Structure Is the responsibility of building tled continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1� ponsi ty o g goer. 3.2a Impact bridging or lateral bracing required where shown++ �(") 1 SEQ.: K4 4 5 7 3 7 0 4.Na load should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor. Il 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, loads beapplied to an t and are for'Cry condition'•of use. TRANS ID: LINK design asycomponen. 5.CompuTmshas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing atall suppadashown.Shim orwedge if EXPIRES: 12-31-2019 neoessary. fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. placedApril 9,2 918 S.This design is furnished subject to the limitations set forth by B.Plates shat be located on both feces of truss,and so their center TPIMt1CA in 0151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.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'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 5l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4-(0) 0 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 252V -58/ 145H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -25/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 11.7" -87/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 3 -, MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.059" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS PA MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=4-.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d' load duration factor=l.6, ti I Truss designed for wind loads o in the plane of the truss only. • i r � O O , , [ 16.--- 6 4 1 M-3x4 0-08 2-00 1-11-11 ��Ep PR capes :920��0PPE JOB NAME : POLYGON 7-D - SJ2 Scale: 0.5805 • d�j�i „.....e---. WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual y 4,OREGON X40 Truss: SJ2 and Warnings before constmdion commences. budding component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /O 2M1� 3.Additional temporary Orating to insure at bility during construction 2.Design assumes the lop and bottom chords to be laterally braced at I ' Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by a DATE: 4/4/2018 the overall structure is the responsibility f the budding tle continuous sheathing such as plywood aired w g(TC)andlor drywall(BC). MR' R 1 t= p ty o g signer. 3.20 Impact bridging or lateral bracing required where shown S E K4457371 4.No bshould ould be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4'' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonroonosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.Compares has nocontrol over and assumes noresponsibility or the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is April provided. l I ll 201 O 8.This design is furnished subject to the limitations set forth by 8.Plates shallt be located on both faces of truss,and placed so their center /"�Y .7 V + TP WVTCA in BCSI,copies of which will be furnished upon request. lines coincide with join(center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompaTrus Software 7.6.8(1 L)-E to.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 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 237V -88/ 208H 5.50" 0.38 KDDF ( 625) 1'- 9.2" -109/ 178V 0/ OH 5.50" 0.28 }DDE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -129/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. f- 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 3 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.072" �) SEASONED LUMBER IN DRY SERVICE CONDITIONS • (I MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 7 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. a o1 M O N I�- �� 4►o / O M-3x4 y0-081 2-00 1 3-11-11 y ���ED PROF�ss 2 ` ' '92 0 r' JOB NAME : POLYGON 7-D - SJ3 Scale: 0.4560 WARNINGS: GENERAL NOTES, unless otherwise noted: fl 1.Builder and erection conbactorshould beadvised ofall General Notes 1.This design lsbased ontyupon the parameters shownand isfor anintsidual -vI 47 OREGON Ix �4/ Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.Dt4 compression web brodng must be instated where shown+. incorporation of component is the responsibility of the building designer. /J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '/O -7 y 1 4 ()'\ �44 N the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 18 o.c,respectively unless braced throughout their length by {a !� DATE: 4/4/2018 the overall structure is the responsibility of building desi continuous sheathing or such l bs plywoodcire aired where s own+drywall(BC). �FR R 1 L� spor. tit o g goer. 3.2a Impact bridging or lateral bracing required where shown and/or d SEQ.: K4 4 5 7 3 7 2 4.No load shoub be applied to any component until after aN bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than s.Design assumes Crosses are to be used in a non-corrosive environment, TRANS ID• LINK design baits be applied to any component. and are far"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the EDesign assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. uary. e pmet by7.Design assumes adequate drainage is provided. April 9,2018 8.This design Is furnished subject to the lim8ations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,InciCompuTrus Software 7.6.8(1 L)-E to.For bask 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'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 252V -58/ 145H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -25/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -87/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 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 = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 3 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7 /PA MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 4. M O o ►' 4►' 0 1 M-3x4 J, l l 1 0-08 2-00 1-11-11 �(.�Eo P�oFFss <u� �NGINEF9 /�y `r' 89200PE r" JOB NAME : POLYGON 7-D - SJ4 /�. Scale: 0.5805 - • WARNINGS: GENERAL NOTES, unless otherwise noted'. 1.Builder and erection contractor should be advised of all General Notes 1.This design a bawd only upon the parameters shown and is for an individual OREGON �� Truss: SJ4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. �+ 3.Additional temporary bating to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at T is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1E o.c.respectively unless braced throughout their length by /o s��- f continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 117 -•r.1 FR R t�� VP DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ ��-III SEQ.: K4 4 5 7 3 7 3 4.No mad dmuld be applied to any component until after all bracing 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 noncorrosive environment, TRANS ID: LINK design mads be applied to any component. and are for"dry condition.'or use. 5.CompuTms hes no control over end assumes no responsibility for the 8.D esign assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ry ( p fabrication,handling,edsubjnl and inslalatton of components. 7.Design assumes adequate drainage is provided. April 9,20 18 5.This design la furnished subject to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center • TPIMTCA In SCSI,copies of which will be furnished upon request. Ines coindde with joint center lines. 9.Digits indicate sine of plate in inches. MiTek USA,IncJConlpuTms Software 7.6.8(1L)-E In.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 237V -88/ 208H 5.50" 0.38 KDDF ( 625) 1'- 9.2" -109/ 178V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -129/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 3 -, MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.072" ,11. SEASONED LUMBER IN DRY SERVICE CONDITIONS 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=9.2,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. cowM o ' No -/ 0 M-3x4 l ), l 1 0-08 2-00 3-11-11 ��Q,ED pRpF�ss 17 ��� QIN�'R /L' :9200PE r' JOB NAME : POLYGON 7-D - SJ5 Scale: 0.9560 ' • `� ' WARNINGS: GENERAL NOTES, unless otherwise noted: O Q' 1.Builder and erection onatnorshould beadvised ofall General Notes 1.This design is based only upon the parameters shown and lsfor anlndNldual -7� 4,OREGON tx X40 Truss: SJ5 and Waml pc be ore cons ruction commences. balding component.Applicability of design parametere end proper 2.2a4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of me building tleaigner. 2�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '1/I is the responsibility the erector.Additional permanent bracing of T o.c.and at 10'o.c,respectively unless braced throughout their kngm by /O �s � +4 s continuoussheathing r suchereaplywood iwhere and/orown,tlrywall(BC). JlACR �� DATE: 4/4/2018 the overall resp drudure of the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t t i 4 SEQ.: K 4 4 5 7 3 7 4 4.No bad should be applied to any component until after el bracing 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 a es trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component end are rowr•rywnditb�•ofaae. 6.CompuTrus has no control over and assumes no responsibility for the 8.De sceig ssumes NII bearing et al supports shown.Shim or wedge d EXPIRES: 12-31-2019 fabrication,handling,shipmentry and the Ism Installation of components. T.Design assumes adequate drainage is provided. April 9,201 8 6.This design is famished subject to limitations set forth by 8.Plates shell be located on both faces of truss,and placed so Meir center TptiWlCA in Blot,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 24 2-5=(-36) 48 3-5=(-184) 136 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 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: 8.0" 0.0" 0'- 0.0" -59/ 335V -24/ 70H 5.50" 0.59 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 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.6" Allowed = 0.309" 5-04-04 ()_05_12 MAX TC PANEL TL DEFL = -0.063" @ 2'- 10.6" Allowed = 0.963" • SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" 4.00 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: 190 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1-6, End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. c 0 M O 1 N ti M 0 2102M ��5 O M-3x4 M-1.5x3 1 .Jr 1 5-04-04 0-05-12 l l 1 0-08 5-10 �( PROFFs GINE tio , 'V � :9200PE JOB NAME : POLYGON 7-D - Z2 ,L � �. Scale: 0.5999 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON *' �� Truss: Z2 and Warnings before construction commences. guiding component.Applicability of design parameters and proper 4/ A 's L 2.2x4 corn b bracing t be installed where shown�. incorporation of component is the responsibility of the building designer. V ` ' pression we Ig mus 2.De me to and bottom chortle to be lateral braced at y 20 �`�" 3,Additional temporary bracing to insure stability during construction sign assumes p an ty O 1 is the responsibility of the erector.Adddianal permanent bracing of T o.c.and at 10 o.c.respectively unless braced throughout Meir length by a (� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a j'�� �� �,J DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown• f� SEQ.: K4457375 4.No load should be applied to any component until alter all bracing and 4.Installation alltionof155,las the herespo sibillitydlthe nesporroiee lventnwcto. fasteners are complete and at no time should any loads greater than Design assumes in design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.campaT us has no ontrol over and assumes no responsibility for 8.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 scary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April p nI 9,20.l 1 8 • 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPVWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In inches. MTek USA,InofCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-t311,ESR-1988(MiTek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 24 2-5=(-35) 48 3-5=(-186) 191 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-77) 64 WEBS: 2x9 KDDF STAND 3-9=(-10) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 1= 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: 8.0" 0.0" 0'- 0.0" -56/ 339V -24/ 72H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0•' -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" • 5-04-04 0-05-12 MAX TC PANEL TL DEFL = -0.061" @ 2'- 10.6" Allowed = 0.463" SEASONED LUMBER IN DRY SERVICE CONDITIONS T 1' 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 9.3" 4.00 = MAX HORIZ. TL DEFL = 0.000" @ 5'- 9.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 Wind: 140 mph, h=20.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, II Truss designed for wind loads II in the plane of the truss only. oI M O N M 2 �l6 -/ O M-3x4 M-1.5x3 l l l 5-04-04 0-05-12 l l l 0-08 5-10 PR QFes �co ��Eo s :9200PE T JOB NAME : POLYGON 7-D - Z1 l�/-.� Scale: 0.5949 041/P WARNINGS: GENERAL NOTES, unless otherwise noted' fl 'Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual *_ Truss: Zl and Wamings before construction commences. bidding component.Applicability of design parameters and proper �� �J_OREGON N 4/ Truss: 2.2a4 compression web bracing mud be in Waled where shown•. incorporation of component Is the responsibility of the Wilding designer. �J {� + 3.Additional temporary bracing to insure liability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 1O "iy 1^r 2�J ^i+ is the responsibility of the erector.Additional permanent bracing of 7 continuous and at ea10 o.c.respectively unless braced throughout their length by 't v �♦�l DATE: 4/4/2018 the overall structure Is the re bit f the buildingtlesi ZnImpact sheathing such as plywood sheathing(TC)where s and/or drywell(BC). sponsi ly o goer. 3.2s Impact bridging or lateral bracing required shown•• ��Rio_ �, SEQ.: K4 4 5 7 3 7 6 4.No load should be applied to any component until after at brecing and 4.Installation of truss is the responsibifsy of the respective contractor. /1 M 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 deWgn loads be applied to any component and are for conditionor use. 5.DampuT ue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design adequate drainage is provided. April 9,201 p O 8.This dealgn is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPVWfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X4-2 DF #15BTR TOP CHORD LL + DL = 32.0 PSF M-3x6(5) 11-01-15 41:# 'fT M-5x8 12 8.49 177 �t'1 M-3X6- 400„ PROVIDE SUPPORT AT 48" O.0 AND AT END OF EXTENSION. M-3x6- l l 6-01-08 M-3x6+ M-3x6- M-3x8 M 00 0111 EPRppe-<¢ Gss� <NF ,0 , 29 l y y :9210 C y 1-08-09 11-03-07 y j� JOB NAME : POLYGON 7—D — AR 19-01-07 I Scale: 0.3678 ti (�(� WARNINGS: GENERAL NOTES, unless otherwise noted: 7i n_OREGON t.. 4.�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 1� Truss: AR and Warnings before construction commences. building component.Applicability of design parameters and proper // 4} 14t 2. 2.2s4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. too .N.. Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (•Vti is the responsibility of the erector.Adtlitionel permanent bracing of 2'o.c.teond at 10'o.c.respectively unless braced throughout their length by �R R I I-\- sheath s plywoo and/ r DATE: 4/9/2018 the overall structure is the responsibility of the buildingdesigner. continuous gdgingior suchr l b acing requirede a where s own•drywall(BC). I� sponsi ty 3.2a Impact bdtlging or lateral bracing where shown++ S E 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q K4 4 5 7 3 7 7 fasteners are complete and at no time should any loads greater than 5.Design aawmestrusses are b be used Ina non-corrosive environment, EXPIRES: 12-31-2019 design bads be applied 10 any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Nil bei ng at ad supports shown.Shim or wedge it April 9,20.I 18 necefabrication,handling, ssary. fab shipment and installation of components. 7.Design assumes adequate drainage is provided. a 6.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I 9.Digits indicate size of plate in inches. Mitek USA,Inc./CompuTlus Software 6.2.3(1L)-2 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 4-08-14 FOR 3-0-0 SETBACK I LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X4-2 DF #1&BTR TOP CHORD LL + DL = 32.0 PSF 12 8.49 177 M-5x8 PROVIDE SUPPORT 1001"M-3x6 1# M-3x6 1 M-3x6 M-3x8 11111fr M-1.5X4 OR EQUAL AT NON—STRUCTURAL MEMBERS. o MillirAMI i /4.1.1111.C—!Ei0 i [ `�,(''EQ PRope cNGINEF�9 s% 1 y yy 1 29 y 1-07-02 4-08-14 2-09-14 'I' �' :9200PE r 9-02-10 JOB NAME : POLYGON 7—D — BR Scale: 0.6778 Q M WARNINGS: GENERAL NOTES, unless otherwise noted: -7, ,7 OREGON `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 La'^ �c)\ �4.! Truss: BR and Warnings before construction commences. building component.Applicability of design parameters and proper / -7 2vos9,4 corn b bredn must be installed where shown*. incorporation of component is the responsibility of the building designer. V 3.Additional bracing to iinsur�stability tluring construction 2 Design assumes the top and bottom chords to be laterally braced at 14, RIO- is the responsibility of the erector.Additional permanent bracing of • 2'o.c.continuous and at 10'o.c.respectively unless braced throughout their length by SER R I LL DATE: 4/5/2018 the overall structure is the responsibility f the buildingdesi continuous sheathing such as plywood aheething(TC)and/or drywall(BC). p litya designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K4 4 5 7 3 7 8 4.No lead should be applied to any component until after ell bracing end 4.Installation of truss is the responsibibty 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, EXPIRES: 12-31-2019 TRANS I D: LINK design beds be applied to any component. end are for..dry condition"of use. 5.CompuTms hes no control over and assumes no responsibility forme 8.Design assumes full bearing et all supports shown.Shim or wedge if (� fabrication,handling,shipment and installation of components. spry. April 9,2�I.I � 7.Designsassumes adequate drainage is provided. 6.This design is furnished subject m toe limitations ns sal forthby B.Plates shall be locatedon on both laces of truss,and placed so their comer TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MfTek USA,Ino./CompuTrss Software 6.2.3(IL)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X9-2 DF #1&BTR TOP CHORD LL + DL = 32.0 PSF M-3x6(S) 40' 11-02-04 T M-5x8 12 M-3x6- 8.49 F77 ire PROVIDE SUPPORT M-3x6+ I M-3x6— M-3x6— I M-3x8 O ION •��Ea P P ops. y y y y "•<' :9200PE 1-07-02 11-03-12 4-02-03 JOB NAME POLYGON 7—D — CR 17-01-01 .•4`r,• Scale: 0.4096 O }'� ' 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 and is for an indridual I♦.e ,[J (y Truss: CR and Warnings before construction commences. building component.Applicability of design parameters and proper -7Y y t I OA -� 2.2a4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. `/ / a V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at C_ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bycon DATE: 4/9/2018 the overall structure is the responsibility of the buildingdesigner. 3.2x srhging org ltehasacorequirede chere shwa e e wall(BC). P ty 3.2x Impact bridging or lateral bracing where shown�� SEQ.: K4 4 5 7 3 7 9 4.No load should be applied to any component until after aft bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. end are for"dry fullbon"Dross. a 5.CompuTrus has no control over and assumes no responsibility for the G.ne scary es lull bearing at al supports shown.Shim or wedge g April 9,2018 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design a furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. Wok USA,Inc./Com uTrus Software 6.2.3(114-Z o Digits Indicaten sizectofpistee inches,val P1.For baIlc casizer plate slues see ESR-1371,ESR-1988(MITek) • Symbols NumberingSystem y stem General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property s " Center plate on joint unless x, P y /4 offsets are indicated. y I I (Drawings not to scale) Damage or Personal Injury MMDimensions are in ft-in-sixteenths. � � Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or x-bracin diagonal TOP CHORDS 9 g,is always required. See BCSI. „ % 2. Truss bracing must be designed by an engineer.For 0.116 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I Cil:. ILNIIIii,2101 p bracing should be considered. 11=1411or O O= 3. Never exceed the design loading shown and never a0 d stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 c6-7 cs-s designer,erection supervisor,property owner and plates 0- ',d'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that /� Indicated bysymbol shown and/or SYP represents values as published specified. �/ bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSO 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 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. 11k=0 reaction section indicates joint M=Il WI number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MEI Mil pm. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. aMu is not sufficient. ot BCSI: Building Component Safety Information, ru �Te k 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSITTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 REU Roseburg J2 MAIN .JD 449-16 1:45pm h Iaresl Products(:ompany 6 2019 1 of 1 CS Beam 2016.4.0.5 FEB J kmBeamEngine 4.13.19.1 Materials Database 1547 CITY F WARD Member Data t.lim!N( DIVISION Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam 1 1h 1r 1450 11 70 9 0 26 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used forapplying point loads(or line loads)to carrying members Live Dead 1 391#(245plf) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46plf) Design spans 14 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" 11681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" U835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names oretrademaksoftheirrespectiveowners KAMI L.HENDERSON EWP MANAGER Std'011g-T�e Copyright(C)2016 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing isdefined aswhen the member,fioorjoist,beam orgirder,shown on thisdrawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on thissheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified deagnerordoagn professional as required for approval.Thisdesign assumes product installation according to the manufacturers specifications. 503-858-9663