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Plans (70) 11111111111111 RECEIVED MST-Lace --c)14( <Iv /*irrEc-i* ® FEB 0 3 2016 CITY OF I"iGA 0 MiTeki) BUILDING DMS MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-265_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45125315 thru R45125324 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. c:k),Ep PROFFs, �NGI NEER /; . 4. 89782PE 9 OREGON Ooh R °gRY1`� PAUL 0 ° `X1 1 _. 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. A Job Truss Truss Type Qty Ply POLYGON R45125315 PL15-265_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fe Aug 07 14:27:32 2015 Page 1 I D:DFkz9p3tCrPAGZnV berKOtyJvgBSgKRVHzjyCjv WU_vNlwXpzzUcgKga2?hcKgRZfyqBCv 1 1-0-0 I P-C431 I 1-2-0 1 1-CM.-1 Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 11 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e NI aa por am - 976 4-'7 i r \lir NIIIIIIr"W _," PAM 884ii Sii10‘ e NIIIrr 4� Nr eeo a e 9 2 23 22 21 20 19 18 177.2 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= 1 7-0-14 17-7-1418-2-141 7-7-1418.2-141 14-4.4 7-0-14 0.7-0 0-7.0 6-1-6 Plate Offsets(X Y;=1,10_1,8..Edgej [19:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4.4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard �4� • PR Opp-• , 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 N(3kl NEF /0 Uniform Loads(pit) 9 2 Vert:16-24=8,1-15=-80 Concentrated Loads(Ib) 4t' 89782PE T-- Vert:2=-674(F) i = • -GI. OREGON ,� 9;9gRy1y ,�Q PAULR EXPIRES: 12/31/2016 August 7,2015 / ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/1612015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and Is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the responsibility of the erector.Additional permanent bracing of the overallstructure is the responsibility of the building designer.For general guidance regarding MiTek. fabrication,quality control storage,deliiery,erection and!racing,consult ANSI/IPI1 QuaDly Criteria,DSB-89 and SCSI Bonding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 106 ra,rr,Hnghr`CA o5a111 .a Job Truss Truss Type thy 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 Mi Tek Industries,Inc.Fri Aug 07 1427:33 2015 Page 1 ID:DFkz9p3tCrPAGZnVbel KOtyJvgB-wougjd_LjWrm7eZ6wTRinMBVbaEe9JTSgq_P_55ygBCu ... . 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-8-0 I Scale:1/2"=1' 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 1 2 34x4= 4 5 6 7 8 e c o 1'1/ o- a 4 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 11 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-8-4 1 1-1-12 0-7-0 0.7-0 11-4-8 Plate Offsets(X.Y1— [2:0-1-8.Edge] [3:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/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=596/0-44,9=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=-471/0,411=345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0 PROFFs�ca NINEFs/0 -7 ct' 89782PE r i .IN 9 OREGON O1`"Q ,y. t'(iq 16 rt Q, 9k PAUL RVJ . EXPIRES: 12/31/2016 August 7,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design isbased only upon parameters shown,and is for an individual building component. I" Applicability of design parameters and proper incorporation of component is responsibltty 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 responsibiility 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/TPP11 Qualify Criteria.0511-89 and SCSI Building Component 7777 Greenback Lane Safely Inlormatlon available from Truss Plate Institute.781 N.lee Street.Suite 312.Alexandria,VA 22314. Suite 109 mom HninMs,CA 0%10 d A Job Truss Truss Type Qty Ply POLYGON R45125317 PL15-265 UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8lUAy?u02rpd4v2yP_3e9YdYygBCt 1 2.641 1 1)-6-10 1 1 1-2-0 11 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 a e e e _ 9 \. _ N o O e • 14 13 12 11 10 • 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6 = 3x4= I 5-10-2 )65-2 1 7-0-2 1 13-1-8 I 5-162 0-7-0 0-7-0 6-1.6 Plate Offsets(X.YI— (4:0-1-8.Edge).[5:0-1-8.Edge) LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress[nor YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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=-1740/0,45=-1761/0,5-6=-1739/0,6-7=-1739/0 ROT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .c f� D PROFZcs yGIN E silo 44 /cc 8.89782PE r ..rte„.-/:. '-"Bf ow • 7 OREGON 9'��"Q' 99pAULR� Q EXPIRES: 12/31/20.16 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6411-7473 rev.02116/2015 BEFORE USE Design valid for use only with Mitek connectors.This design h based only upon parameters shown,and is for on individual budding component. [� Appliicabilrty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/Till Qua81y Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Inlormaiton available from Truss Plate Institute.781 N.lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Cit'vs Meth's.,CA ASa1n Job Truss Truss Type Qy Ply POLYGON 845125316 PL15-265 UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Tnrss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Aug 07 14:27:34 2015 Page 1 I D:DFkz9p3terPAGZnVberKOlyJn13-OCSCwz_zUgzdlnBlUAy?u02red2b2xS_3e9YdYygBCt I 2.6-0 I I 1-8-6 1 1 1-2-0 110-8-14 I Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 354= 1.5x3 II 3x4= 1.5x3 11 1 2 3 4 53x4= 6 7 8 e at ,,, I IlFill -1 - c4/ v r v v t. ir 1••••A 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-141B-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Yl— [4:0-1-8.Edgel [5:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-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. •cxcas. NGINEFR /L2 ,c 89782PE 9r `9 OREGON � S ?, 2 0 199k'IRY i ' J�� pR AUL ' EXPIRES: 12/31/2016 August 7,2015 I I Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown and is for an individual balding component. �, Applicability of design parameters and proper incorporation of component is responsb6ty of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M ITe K• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control storage.delivery,erection and bracing,consult ANSI/WP11 QualIty Criteria,DSB-89 and BCSI BuidIng Component 7777 Greenback Lane Safety Informallon available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 Came Nei jhtc CA gnnie 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.Fd Aug 07 14:27:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J7bF75UNxiU2uTERcbOnlPJnRM711u59_ygBCs I 7-0-10 I I 1-7-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4 4 5 6 _\ No O O .. O 13i 10 9 83 ..' 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= I 2-3-10 1 2-10-101 3-5-10 I 9-7-0 I 7-410 0-7-0 0-7-0 6-1-6 Plate Offsets 0(Y).- 12:0-1-8.EdgeJ.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 0.25 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 IBC2012ITP12007 (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 1011=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. r"....----............PROre,INE ,9 �Sy0 •14, 782PE 91-- -7 :•REGON O IT- 14. .Ci4RY 15' . (Q PAUL lok •.- EXPIRES:12/31/2016 August 7,2015 I r ®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 MEek connectors.This design b based only upon parameters shown.and is for an individual bulding component. /111• • Applicability of design parameters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown is for lateral support of individual web members only..Additional temporary bracing to Insure stability during construction is the responsibillity of theMiT@k" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regard ng fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/TP11 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 mint uotghrs,CA win Job Truss Truss Type Oty 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:Dlkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL_SHgcb?Tzp750Re4WpBHXyefQyq r 2-6-0 I 2-1-12 I I 1-7-0 110.9-8 I 2-3-0 I I 1-7-0 I I 1-4-0 I 1-6-0 I Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o e �y 41141114111114111411111111111111111 ` 0 N / \ e e ° ° e e ° 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4 = 12-10-12 I 4-10-12 I5-5-12 -0-12 1 11-8-12 12-3-12 I I 15.11-12 I 4-10-17 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X Y)— U:0-1-8 Edge].[12.0-1-8 Edgel.115:0-1-8.Edgel.[16:0-1-8 Fdge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 lncr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2351/0,3-4=-2351/0,4-5=-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. v,E© PR OFFss �co �0,[NFF,4 .'v* 89782PE 9r -9 .•REGON o'' ' •1/?y -J- AUl EXPIRES: 12/31/2016 August 7,2015 , il A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown and is for an individual building component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown -- is for lateral supped of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M)Tet.' erector.Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding SYt IRC fabrication,quality control.storage.delivery.erection and bracing,consult ANSI/TPU Quality Criteria,056.89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Rate Institute.781 N.lee Street.Suite 312.Alexandria.VA 22314. Suite 109 CBms-Helglls-CA 95810 l • " Job Truss Truss Type thy 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-KbZyLeODOREL_SHgcb?Tzp7BaRIZWujHXyefiQygBCr I 1-9-14 I I 1-2-0 I 1 0-8-14 I I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 -----IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 0 N o- v e 11 10 9 8 A 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= I 2-0-14 1 2-7-14 I 3-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— )2:0-1-8.Edge).[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl 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/TPI2007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,4-5=940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .c fcCEP PR Ore- - 89782PE r ow te lift_OREGON a '� 9kpAUL . \. EXPIRES: 12/31/2016 August 7,2015 1• f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and Is for an individual building component. �, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MITek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delvery,erection and bracing,consult ANSI/TPI1 Quay Criteria,055-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.lee Street.Suite 312.Alexandria.VA 22314. Suite 109 inns I+eigers,CA nsaln a Job Truss Truss Type Qty Ply POLYGON R45125322 PL15-265_UPPER FOB Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-on7KY 1mIMCcFst9JVVW1gL6r9OFOJQIcNCEsygBCq I 7-5-0 I 1 3x4= 2 1.5x3 II Scale=1:8.7 111 ■M ■ 0 N ' 1 4 '.M. 4 014 3 1.5x3 II 3x4= I 2-&0 I 7-8.0 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 4 "'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. 2 Ct 8 782PE Yc 9 OREGON ooh 1:9,.._ +4,'gRV 1g.,rZ!Q` PAUL .F�\� . EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERANCE PAGE 1.111-7473II-7473 rev.02/16/2015 BEFORE USE. , Design valid for use only with MTek connectors.This design b based only upon parameters shown.and isfor 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 responsibi0tly 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,davery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 _ Cim s.N�bs�CA asfiln a , Job Truss Truss Type Qty Ply POLYGON R45125323 PLI5-265 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:DFkz9p3tCrPAGZnVberKOtyJvg6-H hjmK1TY2U3EPR3j01x3EDPHFK3_f Z—G71mJygBCp I 2-&-0 1 ?-1-12 1 1 1-2-0 1 1 0-9-8 i 2-4-0 1 1 2-3-0 11 1-2-0 I f n. 121 Scale=1:28.2 4x4= 1.5x3 11 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 is Q ,W i o n, 1..i_. O e e 1 16 15 14 13 12 i 3x4= 3x4= 3x4= _.. 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 r-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.Edgej.[15:0-1-8.Edge].[16;0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -024 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F.0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-44,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16.17=0/1493,15-16=0/2402,1415=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=-51210, 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. '<<- < O PROF N•GIN��e-r s1C) ct' 89782PE 1' r , ,L:OREGON o Q EXPIRES: 12/31/2016 August 7,2015 , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M0-7473 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 bulding component. I" Applicabirity of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members-only.Additional temporary bracing to insure stability during construction is the responsibility of the - -. erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding MiTek" fabrication,quality control.storage.delivery,erection and bracing,consult ANSI/TPII Qualtly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Intonation available from Truss Plate Institute,781 N.lee Sheet.Suite 312,Alexandria.VA 22314. Suite 109 _ Citrus Heights,CA oKA10 Job Truss Truss Type Qty Ply POLYGON R45125324 PL15-265_UPPER F10 Floor 7 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Aug7 14:27:38 2015 Page 1 ID:AFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDXVFVF_gWZ G71mJygBCp 0-6.4 I I 2-4-17 1 3x4 = 2 3x6= 3 1.5x3 II Scale=1:8.7 0 1.5x3 II 6 5.1111' 4 3x6= 3x4= 0-7-12 9-413-5-0 0-7-12 b.1-8 2-7-12 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Lid 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 Incr NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=414/0-5-8,4=56/Mechanical Max Uplift4=-27(LC 3) Max Grav5=414(LC 1),4=98(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-264/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)180 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) CD PROP Vert:Concentrated Loads(Ib) 80 c NAGINE . cvo Vert:1=-180(F) 2 • 897822PPE 9r 57,E OREGON 99�pAuRQ L EXPIRES: 12/31/2016 August 7,2015 _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE 6ls-7473 rev.02/16/2015 BEFORE USE. , Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsiblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the A'Tek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,001-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Rate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 CAn,e NnirJhlc Cq web Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal Injury r=m." Dimensions are in ft-in-sixteenths. inik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 0 1 2. Truss bracing must be designed by an engineer.For /16„ a wide truss spacing,individual lateral braces themselves 3111111— ILI:11111i hi may require bracing,or alternative Tor I _ bracing should be considered. IMAllor Never exceed the esign loadingshown never stack materials on Inadequately dbraced trusses.a 4.3. Provide copies of this truss design to the buildingnd For 4 x 2 orientation,locate C74 Cha C5-6 O2 designer,erection supervisor,property owner and plates 0-Ing'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that �j 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 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. ��W reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MII®®�q 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with • Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iTe is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/711 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 CO 1 awn CONFORMS TO DESIGN CONCEPT 28'"0' ❑ CONFORMS TO DESIGN CONCEPT WITH FEB2 0 6 4'.0" i 221.0' I REVISIONS AS SHOWN D U ❑ NON-CONFORMING-REVISE AND RESUBMIT CITY OF I it,nD IH THE DRAINS HASICE T BEEN REVIEWED DO SDA TEES E}NE4141K_ l=, ��l WITH THE G:SI^�I Lw".7DEPT DHLY ARO DOES MOT RELIEVE THE FBUILDING - I\1� IO-„ DESSEN 0 AIME%.DA DF RPECIEI AILS F RICH .E 11TH ISE s444:::;;;;��� �'i'� E. DES:�I GiAbi1:;5 AND SFECIFi��i:�.'15 F_L OF RICH ME PRIORITY a'418 ;<A THIS SHDF DAFn'IRD. 0 .p: Arnold A.Soloxon Date:January 26,2015 I 8T ENGINEERING INC T :1 r WLL:Zw _53.--E.,,-,,,1 w- n „ o x ,y t,/1 c, r c' .-_,A3 N V 8J1 , 7 7 q 4 4 sr 21 ' VJ� 2 m a z V c ti W SJ2 ■, ':1! A SJ2 -_-. R Zia C a m W w.Et _ ~ lin . ...€ /■ SJ3 O w UW U 62OL,WOOV_ Z Z V1 OW O: 1 sl OOWB2 � 'Z CD zYU ZzMJ1 C2 . 7 I >ti«.v, v -- cz 5 I— w0 O2aj CO 0u., 2i 01. 0 ceoy <bZ rp Voo M. St 2_OO ,y. x r.O O-S 2 Q� 0 4-Y.'..~L' m Ly. I2.12 M / Z Zj Z aNi�"o _ W W (5) O0 0K z ga.'8� N O_ J1 1114 a Tr J2 12:12 4 J3 J4 4 :12 JT (5 J5 kJ8 (1 / kJB (2) , p. j5 J5 a K 12: J10 //' '� 12: 2 J3 4 111. J2 Js %///1 i0A �\ J1 VI/40,410415r411 14 IiLJI �. Ii! �g iiim # 2 g g H 2 2g ENTRY RIGHT CANTO' 121.8'1 11'-8 1/2' 7.8'1 9'-5 U2' . 28' • 18'-6 V2' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PIJW PROVIDED FOR TRUSS POLYGON NW 01/26/15 PLACEMENT D TRSSCALcnSAD ENGINEERED STRUCTURAL PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER _s INFORMATION.BUILDING DESIGNER/ENGINEEROFRECORD RESPONSIBLE FOR ALL NON-TRUSS rala' .. 7-D NH KD Z-PORCHuniber PLAN: DRAWN 8Y.' REVISION-2 TO TRUSS CONNECTIONS.BUILDING 7 I CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRQUSS �@ y COMPANY- DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. r 2'W ® CONFORMS TO DESIGN CONCEPT 224p I 4'-0' I ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING PAS BEEN REVIEWED FOR GENERAL CONFORMANCE !► WITH THE DESIGN CONCEPT ONLY 410 DOES NOT RELIEVE THE —. FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE (:\* t ''TPiGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OV R THIS SHOP DRAWING. By Arnold R,Solomon Date:January 26.2015 5:1 CT ENGINEERING INC R. CR _" b _ u:W=!J 24--C Si .': Al �, ? �__ v wa= ,mi v1 Cri ' + �� v /■1 I- 6n'_ \ I— �KW$ ry 1..J = E ( O •-1 W ~ V=I Z t— y I— SJ3 2 : AIM I v v OO88 aJ Z Z in �a_u, = - V V w w< � 'Q .r I • W ' N to w '-}.-i o?••— 1—' ' O •Op CC dwOC2a m Z / H fn Z O =V O s 2 y "Q 13 12.12 �a � � (g EZ z z°'xS-2-y¢ rr \5 PEI m/ O 00 O w m _ §zV,.x �/ t'.. Z5 Z ,t20,0 •r2 § o oCC ZZ ip g'�z:= _ as El El El EY S q W Illnr■ 11% J2 .1 N a� tip As 44 aM4..... III h 11101 J5 I4i :12 J5•-- 4'1rI i J3-_ / I`�%I J10 e AN ':AMS%,O,/,to 4 101r.e-erf 4 Lit Wilragirl 1 Altr"i AL:01111W a • 'IS-- ENTRYLEFr a FA -mit ik / y .- 13) W�lir �r �1r$ x43. CM"' . 181.6 9n' HO Copyright CompuTnas Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 01/26/15 PLACEMENT TO TRUSSCALCULATIONS AND PROJECT TIME: ENGINEERED STRUCTURAL REVISION-1: DRAWINGS FOR ALL FURTHER 7-D NH KD Z—PORCH NG DESIGNERIENG NEER OF(RECORD k PLAN: DRAWN BY: REVISION-2 RESPONSIBLE TRUSS CONNECTIONS.BUIILLDNG 1 er 7 / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL �� C 0 M�PA NY DESIGNS PRIOR TO CONSTRUCTION. T � .` DELIVERY LOCATION: SCALE: REVISION-3: - - 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MiTek). • z t:,::Ifpk,01:11ktis-71,3 Tec c 2 43 .i } 10/11/i3 C-Y,�i, 6130Ti a 111111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOOF #168TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(•730) 1837 3- 8=( -170) 250 2x6 KDDF #16BTR T2 2- 3=(-2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF #188TR LOADING 3. 4=(-2678) 900 9-100)-642) 1513 8- 5=) -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1856) 693 5- 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0' V 5- 6=(-1911) 736 9. 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 24'- 8.5' V 6- 7=) -126) 150 6-10=(-2571) 1014 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0,0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 24'- 8.5' V 10- 7=) -394) 273 BC LATERAL SUPPORT <= 12'0C. UON. TC CONC LL( 466,7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -647/ 2486V -175/ 306H 5.50' 3.98 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5' -984/ 2651V 0/ OH 5.50' 4.24 KDOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0' 0.0' ;COND. 2: Desian checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' M,M2OHS,MI8HS,M16 = MiTek MT series MAX LL DEFL = -0.059' @ 13'- 3.8' Allowed = 1.190' •* For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.118' @ 13'- 3.8' Allowed = 1.586' MAX HORIZ. LL DEFL = -0.023' @ 24'- 5.0' 7-11-11 16-08-13 MAX HORIZ. TL DEFL = 0.035' @ 24'- 5.0' 1' NOTE: Design assumes moisture content does 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 not to exceed 19% at time of manufacture. T 12 T 4,597.30# f ' T Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 12.007 =M-6x6 =M-6x6 M-3x6 Wind: 140 mph, h=23.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 4" too I -, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), et• sit, 3[ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 0 0 0 0 co co o i;" •,,krilmimmimummi..01 C M-3x6 M-3x8 0.25'9 M-4x610*+ M-7x8(5) 1, y y 1, 7-07-08 8-05-10 8-07-06 J, 1' 1, 1-00 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - Al Scale: 0.2399 c:I�5����rEfir96> � p�J- WARNINGS: GENERAL NOTES,unless otherwise noted: t f / 'tis... 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and Is for en Individual et .1 92 0•P E f Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responslbiity of the building designer. 3.Additional temporary bracing to Insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by ` �� the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood shoed where and/or drywaAlBC). / - DATE: 9/15/2014 po ty 9 3.2x Impact bridging or lateral bracing required where shown++ s C 4.No load should be eppied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 606 0779 fasteners are complete and at no 8me should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /r- 1, Y ZON,�A. design loads be applied to any component. and are for*dry condition'of use. - / �<f TRANS I D: 4081 82 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If D 14 Q' fabrication,handling,shipment and installation of components. necessary. provided. MFR RIO." v 6.This design Is furnished subject to the initations set forth by 7.Design nshall be locat adequate faces of truss,and placed so their center IIIIII VIII IIII IIII VIII Alli VIII IIII IIIITPIANTCA In BCSI,copies of which will be furnished upon request. Ones cdndde with Joint center Ines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311•ESR-19136(MITek) EXPI RES:12/31/2015 > 1111141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDOF N18BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(•565) 881 2- 8=( -205) 200 2x6 KODF A18BTR T2 SPACED 24.0' O.C. 2- 3=(-1086) 404 8- 9=(-423) 891 8- 3=( -105) 453 BC: 2x6 KDDF H168TR 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 KODF 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'OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,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 2012. 24'- 8.5' -179/ 1078V 0/ OH 5.50' 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans [COND. 2: Desion checked for net(-5 psf) uplift at 24 'oc spacing.) Connectorlate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (ono prefix)r = CompuTrus, IncMAX LL DEFL = -0.026' @ 13'- 3.8' Allowed = 1.190' M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.049' @ 13'- 3.8' Allowed = 1.586' MAX HORIZ. LL DEFL = -0.011' @ 24'- 5.0' 9-11-11 14-08-13 MAX HORIZ. TL DEFL = 0.016' @ 24'- 5,0' 3-11-08 3-09-12 2-02-07 3-04-02 5-06-09 5-10-01 NOTE: Design assumes moisture content does ff not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 8-00 system and components and cladding criteria. '1' 1' Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12.00 7 Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 M-1.5x3 c 0 0 co• m -=- ee 0 1M-3x4 M-3x8 0.25°9 10 M-3x4 M-7x8(S) y y y y 7-07-08 8-05-10 8-07-06 y y 24-08-08 �F`co PROFS JOB NAME : 7-D POLYGON 7-D NH - A2 Scale: 0.2111 \�� GINE s% WARNINGS: GENERAL NOTES,unless otherwise noted: �C 1/15n/ *g 1.Builder and erection contractor should be advised of C' 2 0 doll General Notes 1.This design is based only upon the parameters shown and Is for an Individual >9 P E f Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at A.P, DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'os.and*9 10'o.a respectively unless braced throughout their lenggth by `rP,,,. Po ty continuous sheathing such as plywood sheathing(TC)andfor drywal8BC). �.. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until ever all bracing and 4.Installation of truss is the responsibility of the respective contractor. - 4./ SEQ. : 6060780 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, L* 4, y14, 2�N �A design loads be applied to any component and are for"dry condieon'of use. Q- 1 4, TRANS I D: 408182 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if !]�S fabrication,handling,shipment and installation of components. Designnecessary. /C' V g P P 7. cesassumes adequate drainage Is provided. Wim•R R VL.`' 6.This design Is furnished subject to the knitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 VIII VIII 11111111111011111111111 IIIVIIIVIIIVIII IIIIIIII TPINJfCA in SCSI,copies of which will be furnished upon request. Digitsgit coincide ncatwith joint center Inlines. 9.tinesIndicate size of plate Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF //IOTA LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5.10=(0) 279 BC: 2x4 KDDF N16BTR SPACED 24.0' 0.C. 2- 3=( -871) 603 7- 80(-289) 936 2- 8=(-476) 334 WEBS: 2x4 KODF STAND 3- 4=( •589) 509 8- 9=( -57) 600 8- 3=(•340) 392 LOADING 4- 5=( -874) 604 9.10=(-216) 789 8- 40(.189) 177 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 489 10- 6=(•215) 791 4- 9=(•197) 401 BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-480) 337 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24.00 UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -162/ 1038V -302/ 302H 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'• 8.5' -162/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. M THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. C,CN,C18,CNIB (or no prefix) = CompuTrus, Inc (GOND. 2: Design checked for net(-5 'WI uplift at 24 'oc spacing.) M,M2OHS,MI8HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans 11-11-11 0-09-02 11-11-11 MAX TLMAX CREEP DEFL = -0.055' @ 13'- 1.8' Allowed = 1.586' 1' T 1' 1' 6-02-08 5-09-03 0-10-09 5-07-12 6-02-08 MAX HORIZ. LL DEFL = 0.017' @ 24'- 3.0' f 1' T T T '( MAX HORIZ. TL DEFL = 0.026' @ 24'- 3.0' 12 12 M-4x6 M-5x6 NOTE: Design assumes moisture content does 12.00 \12,00 not to exceed 19% at time of manufacture. 4fremor4, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, he25,2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 ,M-3x4 All 1111 0 CO y` yaw - f,' o o CIS *1M-3x4 M-1.5x3 80.25" M-1.5x3 M-3x46* C M-5x8(S) M-3x4 y y )' ), ), 1, 6-00-12 5-07-12 1-05-04 5-06 6-00-12 y y 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A3 '<c IN 6s Scale: 0.2110 ,AG, 6e1,.,., �(, NARNINGS: -57 1.Builder nd erection contractor should be advised of all General Notes GENERAL1.Thiesign NOTES,based only upon the parameters shown and is for an Individual 1�se noted: >92 3 O P E 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 responsibitty of the building designer. 3.Additional temporary bracing to Insure stebitty during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'0.0.respectively unless braced throughout their length by `® e��' continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). / ' DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ e SEQ. No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON w S E should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, /-* V r\b A. design loads be applied to any component. and are for'dry condition'of use. / y TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, r- Q� fabrication,handling,shipment and Installation of components. necessary. iii. n`L�_�, e.This design Is furnished subject to the tndtetons set forth7.Design assumes adequate drainage is provided. C rl n 1111 II I III VIII VIII 1111111111111111111 91 byr 6.Plates shell be located on both faces o1 truss,and placed so their center TPiIWTCA In SCSI,copies of which will be furnished upon request. Tines coincide with joint center pnes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2.1-1185) 414 1- 9=(-347) 821 2- 9=(-273) 253 7-14=1-1323) 435 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=1 -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 <= 12'0C. MON, 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 <= 12'0C. MON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1029) 415 10.11=1 0) 52 TOTAL LOAD = 42.0 PSF 7- 8=( -48) 56 11- 7=(-380) 185 7-13=( 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 BAG REQUIRED BOG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -228/ 1045V -234/ 282H 5.50' 1.67 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5' -220/ 1031V 0/ OH 5.50' 1.65 KDDF ( 625) Connector plate prefix designators: - C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 Daft uplift at 24 'oc spacing.) M,M2OHS,MIBHS,M16 = MiTek MT series 0-09-02 f--f VERTICAL DEFLECTION LIMITS: 11=1/240, TL=L/180 11-11-11 0-�9 2 8-06-11 3-05 MAX LL DEFL = 0.038' @ 14'- 8,5' Allowed = 1.190' MAX TL CREEP DEFL = -0.058' @ 14'- 8.5' Allowed = 1.586' 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX HORIZ. LL DEFL = -0.016' @ 24'- 5.0' T ')' 1' T T .r T T MAX HORIZ. TL DEFL = 0.025' @ 24'- 5.0' 10-00 NOTE: Design assumes moisture content does 1' f 5 not to exceed 19% at time of manufacture. 12 M-5x6 12 Design conforms to main windforce-resisting 12.00 V M-4x6 \12.00 system and components and cladding criteria. ilii ' Wind: 140 mph, h=25.2ft, TCOL=4.2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-5x10 M-1 5x3 ...„ ,_ .._ N O OQiJt_�r i� Mu7 ._ --_ � r 13 *14 0 M-1,5x3 0 1M*3x4 M 3x8 M-1105x32 o M-3x4 M-5x8 y y y ), Je y y 9-08-08 5-03-08 1-p1-08 5-03-12 3-03-04 , y y y 15-01-12 yy9-06-12 y y 16-01-08 0-11-12 8-07 y 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A3V o Scale: 0,1819 � E WARNINGS: GENERAL NOTES,unless otherwise noted: � l � 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual Truss: A3V end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et - DES. BY: MJ2'o.c.and at 10'o.c,respectively unless braced throughout their length by � Is the responsibility of the erector.Additlonel permanent bracing ofr� DATE: 9/15/2014 responsibilitybuilding g comm�uous sheathing such as plywoodgheething(TC)and/or drywali(BC). _0 the overall structure Is the of the designer. 3.2x Impart bridgingor lateral bradngrequired where shown++ '7 4.No load should be applied to any component until after en bradng end 4.Installation of truss is the responsibility of the respective contractor. GO SEQ. : 6 060!82 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, '3 - design loads be applied to any component and are for"dry condition'of use. 1: 14::::1E131(11:21::::: TRANS I D: 408182 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If � fabrication,handling,shipment and Installation of components. Designnecessary. MSR`k- 7. esassumes ca adequate drainage Is provided. C rl 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces a truss,and placed so their center IIIIII II II III I VIII IIID VIII VIII III)IIII TPIANTCA In BCSI,copies of which will furnished requestlines MiTe SA Inc./CompuTrus Software 76.6(1L)E 0s1Fiiccnctdsorrb connector plate ininches. values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 111H111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1t16BTA LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2- 3=) -981) 378 7- 8=( -3) 16 7- 3=( -83) 343 5.11=( 0) 257 WEBS: 2x4 KDDF STAND 3- 4=( -633) 341 8-10=( 0) 0 7- 9=(-124) 637 5-12=(-1323) 341 LOADING 4- 5=(-1029) 321 9.11=(-282) 957 3- 9=( -88) 98 12- 6=( -114) 68 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -48) 56 11.12=(-278) 963 4- 9=( -25) 316 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9=( 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -151/ 1045V -233/ 281H 5.50' 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5' -144/ 1031V 0/ OH 5.50' 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.' Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.031' @ 14'- 8.5' Allowed = 1.190' MAX TL CREEP DEFL = -0.058' @ 14'- 8.5' Allowed = 1.586' 9-11-11 4-09-02 6-06-11 3-05 MAX HORIZ. LL DEFL = 0.015' @ 24'- 5.0' 4' T 4' 4' 4' MAX HORIZ. TL DEFL = 0.025' @ 24'- 5.0' 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 T 4' 4' 4' 4' 4' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12.007 M-5x6 M-4X6 12 00 Design conforms to main windforce-resisting system and components and cladding criteria. 7,\ 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. M-1.5x3 M-5x10 M-1.5x3 Ar -/k-milinwimor N iis\sb,,. O O 1i.� - o `r-' 1 l*• 7 e 1p M-11 "12 5x3 M 3x4 o M-3x4 M-3x8 M-1,5x3 c M-5x8 y .1 J /, .1 1, 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 y 15-01-12 y y 9-06-12 y 16-01-08 0-11-12 8-07 .1 'I 24-08-08 JOB NAME : 7-D POLYGON 7-D NH - A4 \k PROFS �� ss Scale: 0.2028 (( J)5Nf j9 4Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 it 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en individual Ct a 920P E Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters end proper .� 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responslbiity of the building designer. Ale - 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 1.Additional temporary bracing to insure stabiety during construction 2'e.e,end at 10'o.c.respectively unless braced throughout their length by AMP* Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). / Wits."' DATE: 9/15/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -'4)..OREGON: b it,/ SEQ. : 6060783 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. _ �O 1 4 Zai 4:- TRANS I D: 408 82 5.CompuTms has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It Q: fabrication,handling,shipment and installation of components. necessary.Design assumes /y^R R`+ �.�. 6.This design is furnished subject to the Imitations set forth 7• lates coed onne drainage Is provisand r. L. 1111111 I 111111 VIII H I IIII II II 1111 IIII g 1 by 9.Plates shall belocated both faces of truss, placed so their center TPIANrCA in SCSI,copies of which will be furnished upon request lines eolndde with Joint center encs. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompUTruoSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e6(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - IC: 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 HOOF (M&BTR 12 2- 3e(•2768) 956 8- 9=(•805) 2259 8- 3=(-169) 908 5.12=(-1583) 627 BC: 2x6 KDDF #1&BTA 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 IC 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. IC 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 BOG REQUIRED BAG 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 VON. FOR IC 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 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: 10090, 2: Design checked for net(-5 gaff uplift at 24 'ox spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.062' @ 11'• 11.4' Allowed = 1.190' MAX TL CREEP DEFL = -0.125' @ 11'- 11.4' Allowed = 1.586' "" For hanger specs. - See approved plans MAX HORIZ. LL DEFL = 0.026' @ 24'- 5.8' 7-11-11 12-05-02 4-03-11 MAX HORIZ. TL DEFL = 0.042' @ 24'- 5.8' f T T f NOTE: Design assumes moisture content does 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 4-01-04 not to exceed 1996 at time of manufacture. 1' 597.30# -f T ;597.30# Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 7 M-4x6 M-3x8 M-3x4 M-4x6 `�12.00 4 5 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 -1U)Ofr. yt70 GG-,t1111L\111M-4x6 O ,� it - ,.� 1=11 l� •10 t` 12 13 "« c ' ��a 8 9 u c M-3x10 M-3x4 M-3x6 M-3x8 M 7x6 M-7x8 M-1.5x3 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 y y 16-01-08 y 8-07 * * 24-08-08 C��O PR OFFS JOB NAME: 7-D POLYGON 7-D NH - A5 Scale: 0.2354 \�< GiN s% WARNINGS: GENERAL NOTES,unless otherwise noted: '1 '7/15/ITY 5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual - C. =9G,•P E r" A5 and Warnings before construction commences. building component.Applicability of design parameters and proper /J Truss: Incorporation of component is the responsibiity of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the tap and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stoblity during construction 2'o.e.and at 10'o.c,respectively unless braced throughout their le th by from,:. 4�� DES. BY: MJ is ore responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai�BC). Q DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• _OREGON 4.No load should be applied to any component until aver all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 37 4 A� �� SEQ. : 6060784 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, A. design loads be applied to any component. and are for"dry condition'of use. ? 4 TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ,Q 14, Z t�, fabrication,handling,shipment and installation of components. necessary. p 0 P P T.Design assumes adequate drainage Is provided. Merl R`�`' 6.This design Is furnished subject to the Irritations set forth by 5.Plates shall be located on both laces of truss,and placed so their center • 11111111111111111111111111111111111111111 TPInNTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint pate in Inches.Ines, ( 9. oincidosizeofplateteinoses. EXPIRE5:12/31/2015 MiTek USA,InC./CompuTrus Software 7.6.6 1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1886(MiTek) 11111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 16-06-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16.00.00 1- 2= 0) 80 2-10= -738) 2882 10- 3= -710) 2660 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3= -4126 1118 1 .11=(-1680 6298 10 4=)-4236) 1214 BC: 2x12 KDDF #1&BTA 3- 4= -2882) 798 11-12=)•2414) 9176 4.11=( -484 2220 WEBS: 2x4 KDDF STAND LOADING 5 ( 4- 5= •6622 1848 12-13=(-2414) 9176 11- 5=(-3110 818 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DLLL 14.0)SF G64 .0dPLF w 8'- 0.0' TO 3'- 5.0' V 6- 7= -4028) 1066 14-18= ) .980) 4028 7540 15.13=)-1744) 2462 BC LATERAL SUPPORT 72'OC. UON. IC UNIF LL(TC UNIF LL) 50.0)+ DLI 14.0+OL )= 64.0 PLF 13'- 1.5' TO 16'- 6.5' V 8- 9=) 5740) 1498 13- 2352 1242 BC UNIF LL(NOTE: 2x4 BRACING AT 24'0C UON. FOR BC UNIF LL) 283.9)+DL)193.0)= 476.9 PLF 9'- 0.0' TO 16'- 0.0' V 14- 7=( -970) 3776 ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IC 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)+OL( 19.3y= 88.1 LBS @ 13'- 1.5' 0'- 0.0' -888/ 3255V -73/ 736 5.50' 5.21 KDDF625 OVERHANGS: 12.0' 12.0' ADDL: BC CONC LL+DL= 275 .0 LBS @ 8'. 0.0' 16'- 6.5' -1289/ 4971V 0/ 0H 5.50' 7.95 KDDF ( 625I Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IQDND. 2: Design checked for net(-5 Osfl uolift at 24 "no soaciQg.� C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18H5,M16 =MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133' _, Join together 2 ply with 3'x.131 DIA GUN nails staggered at: MAX LL DEFL = 0.059' @ 8'- 3.2' Allowed = 0.781' 9' oc in i row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.155' @ 8'- 3.2' Allowed = 1.042' 9' oc in 2 rows throughout 2x6 top chords, MAX LL DEFL = -0.001' 0 17'- 6.5' Allowed = 0.100' 9' oc in 3 rows) throughout 2x12 bottom chords, TRUSS NOT SYMMETRICAL. MAX TL CREEP DEFL = •0.001' @ 17'- 6.5' Allowed = 0.133' 9' oc in 1 row(s) throughout 2x4 webs. ORIENTATION AS SHOWN. IA - 2x6 DF #1&BTRI MAX HORIZ. LL DEFL = -0.011' @ 16'- 1.0' MAX HORIZ, TL DEFL = 0.021' @ 16'- 1.0' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. .f 2-07-11 '( 11-03-02 T 2-07-11 f Design conforms to main windforce-resisting 2-07-11 2-05-15 3-01-10 3-01-10 2-05-15 2-07-11 system and components and cladding criteria. T 1' +88.10# T T f +88.if0# .' Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 1212 All Heights) Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4X6 M 4X8 Ioad duration factor=1,6, 12.00 7 M-3x8 M-3x10 M-3x8 \12.00 Truss designed for wind loads in the plane of the truss only. 4 5 6 * - T2 Fi3 - - � _40010.1111.1-�- -�_ M 5x16 to /- - - % . o - 10 11 12 13 14 1u72.. o �- M-5x16 M-3x8 M-12x14 M-12x14 M-12x20 M-12x14 ; y y 45757# y ,) y 2-05-04 2-11-14 2-10-02 2-10-02. 2-11-14 2-05-04 y y , 1-00 16-06-06 1-00 JOB NAME : 7-D POLYGON 7-D NH - B1 ���'t�10. PR°Fe,o Scale: 0.3524 ��� 11y/I5/GIN fit? ��° WARNINGS: GENERAL NOTES,unless otherwise noted: t4 ((]]n ��T •+�Y D 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 ' ; 0 P E 1 Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng to Insure stability dosing construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length .mom po ly permanent bracing of continuous sheathingsuch as �g )� +Its!- `®r the overall structure Is the responsibility of the buildingdesigner. rasing equredhwhererCs own+drywall C. ��, DATE: 9/15/2014 P H g 3.2z Impact bridging or lateral bredng required shown++ coo tt C 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. `� OREGON �(/' SEQ. : 6060785 fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, �. Y ZON 4� TRANS I D: 408182 design loads be applied to any component. and are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at an supports shown.Shim or wedge If i,/. 14 � fabrication,handling,shipment and Installation of components. necessary. 1)I `- 6.This design Is furnished subject to the Imitations set forth 7.Designlatesassumes adequate d onne drainagehfaces Is truss,a. '�'/ �R`�� I IIIIII IIII VIII Alli VIII VIII VIII IIII IIII 0 1 by 8.Plates shell be located both laces of Wss,and placed so their center TPINYTCA in SCSI,copies of which will be furnished upon request Ones cdndde with joint carder tines. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E8 10.For or basicconnector Digits Incate size llatetdes plate Inches. see ESR-1311,ESR-1688(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KDDF /11&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 78 2.5=(-82) 123 3.5=(-268) 113 BC: 2x4 KDDF N1&BTR SPACED 24.0. O.C. 2.3=( •90) 83 5-6=( 0) 0 WEBS: 2x4 KDDF STAND 3.4=(-134) 32 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12,0' 0.0' 1'- 0.0' -124/ 497V -44/ 77H 5.50' 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'• 10.9' -136/ 19V 0/ OH 1.50' 0.03 KDDF ( 625) Connector plate prefix designators: 3'- 5.0' -52/ 35V 0/ OH 5.50' 0.06 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2; Design checked fo net(-5 gsfl uplift at 24 'oc spacing,) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' T f MAX TL CREEP DEFL = •0.002' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = •0.016' @ 0'- 0.0' Allowed = 0.100' 12 MAX TL CREEP DEFL = -0.021' @ 0'• 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL a 0.009' @ 1'• 8.2' Allowed = 0.048' 12,00 7 MAX TC PANEL TL DEFL = 0.012' @ 1'• 8.6' Allowed = 0.072' MAX BC PANEL LL DEFL = 0.005' @ 2'- 0.5' Allowed = 0.075' MAX BC PANEL TL DEFL = 0.006' @ 2'• 0.5' Allowed = 0.100' MAX HORIZ. LL DEFL = •0.035' @ 1'• 10.9' MAX HORIZ. TL DEFL = •0.042' @ 1'• 10.9' M-1.5x3 4 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Nr Design conforms to main windforce-resisting 4 system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads C,) . in the plane of the truss only. Li; P� .t -/ c 510-=-.0.11 1110- 16 M-3x4 M-1.5x3 1, y 2-05 Jr /, /, 1-00 3-05 (PROVIDE FULL BEARING:Jts:5.4,61 JOB NAME: 7-D POLYGON 7-D NH - BJ1 � GIN-,AGPROFFs6 Scale: 0.6338 F �� '` /!5/ WARNINGS: GENERAL NOTES,unless otherwise noted: -p,{ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual =9 j0P E Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: Md 2'o.c.and et 10'o.c.respectively unless braced throughout their length by r �® Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), - DATE: 9/15/2014 the overall shocture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7A_OREGON C(/ non-corrosiveSEQ. : 6060786fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, 4- 1,4 •Ot\b A, TRANS I D: 408182 design loads be applied to any component. and are for"dry condition'of use. V,. 1.4. - At '- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if M b 4; fabrication,handli n9,shipment end Instaliatlon of components. 7,DDesessary. /l RI-I,`" v esign assumes adequate drainage is provided. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of buss,and placed so their center BCSI,copies of whch ll be furnished upon 111111 VIII VIII III I III I(III)II II(III(IIIMiTek USA,IInC../CompuT s iSoftware 7.6.6(1 L)-E request. 10.For basic coon ectoroplate design values see ESR-1311,ESR-1988(MITek) lines coinde with Jint center Ones. 0.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.5=(0) 0 BC: 2x4 EDF g1SBTR SPACED 24.0. O.C. 2.3=(-154) 86 3.4=( -44) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0' 6.7' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -22/ 309V -58/ 170H 5.50' 0.49 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 2.2' 0/ 41V 0/ OH 5.50' 0.07 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.0' -130/ 141V 0/ OH 1.50' 0.18 KDDE ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, 'COND. 2: Design checked for net(-5 Psfl uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.000' @ 3'. 11.7' Allowed = 0.056' 12 MAX TL CREEP DEFL = -0.000' @ 3'- 11.7' Allowed = 0.074' MAX TC PANEL LL DEFL = 0.027' @ 2'- 1.4' Allowed = 0.283' 12.00 7 MAX TC PANEL TL DEFL = 0.026' @ 2'- 1.4' Allowed = 0.425' MAX HORIZ. LL DEFL = -0.001' @ 3'- 4.3' 7 MAX HORIZ. TL DEFL = -0.001' @ 3'- 4.3' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Cr Wind: 140 mph, h=21.2ft, TCDL=4.2,BCOL=6,0, ASCE 7-10, 4 (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. V) 0 117.1: DE `�5 -/ M-3x4 y y ), i, 1-00 3-05 0-06-11 PROVIDE FULL BEARING:Jts:2.5.3I co.JOB NAME: 7-D POLYGON 7-D NH - BJ2 4-��1° PROFFs� Scale: 0.5806 ��1�5�61 �� 7 WARNINGS: GENERAL NOTES,unless otherv4se 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 CC' ;92 4 s P,E r Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibiily of the building designer. Aor 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et rye DES. BY: MJ 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 ® ree. DATE: 9/15/2014 responsibilitybuilding 9 continuousxsheathing such lateral bas racing eguired where s ownordrywell Cr the overall structure Is the res nslblA of the designer. 3. Impact bridgingor required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '37 OREGON ((j SEQ. : 6060787 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- Z Nb A. TRANS I D: 408182 design loads be applied to any component. and are for"dry condition'of use. - - / -4- 14 Q 5.CompuTrus has no control over and assumes no respomibiety for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If O �w fabrication,handling,shipment and Installation of components. 7.DDesessary. MfiR R IL.`^ V S esign assumes adequate drainage is provided. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII III I VIII VIII VIII IIII III) TPIIVJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. Digits Digits Indicate size of plate In Inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-0311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIII III This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O,C. 2.3=(-301) 249 3.4=( -76) 51 IC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -15/ 302V -90/ 224H 5.50' 0.48 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 2.2' 0/ 36V 0/ OH 5.50' 0.06 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 4.3' -187/ 241V 0/ OH 1.50' 0.31 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -54/ 74V 0/ OH 1.50' 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 'COND. 2: Desitin checked for nett-5 daft uplift at 24 'oc spacino.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 --/ MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0,003' @ -1'- 0,0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0,009' @ 1'- 8,3' Allowed 0.283' t. �� MAX TC PANEL TL DEFL = 0.009' @ 1'- 8,3' Allowed = 0.425' MAX HORIZ. LL DEFL = -0.003' 9 5'- 10.9' MAX HORIZ. TL DEFL = -0.003' @ 5'- 10.9' 12 NOTE: Design assumes moisture content does 12.00co 7 not to exceed lOb at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I( T load Heights), Enclosed, Cat.2, Exp.B, UWFRS(Dir), )i CO c Truss designed for wind loads '' in the plane of the truss only, o[ to1.211111111.11.1.111111111111111 o o ►� 6t.= M-3x4 L. y i' y 1-00 3-05 2-06-11 (PROVIDE FULL BEARING:Jts:2.5.3,4I ��e` D PR Ore JOB NAME: 7-D POLYGON 7-D NH - BJ3 Scale: 0.4587 \� G)" WARNINGS: GENERAL NOTES,unless otherwise noted: 4.C? v /nrr���"y/�t �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndividualCt. = 1J P E ti' Truss: BJ 3 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. B Y: MJ2'o.c.and at 10'o,c.respectively unless braced throughout their length by 4� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall C). ,,,ori/117- Q DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown*+ �1 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -� ."OREGON 4. SEQ. : 6060788 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. -r/� N')' A• design loads be applied to any component and are for*dry condition"of use. O )" 1 4 2.0 �4 TRANS I D: 408 82 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on beadng at all supports shown.Shim or wedge If r fabdcation,handling,shipment and Installation of components. Designreso. C 8.This design Is furnished subject to the imitations set forth 7. latesassumes adequate one both drainage I o provided., C R R{�.. 111111111111111111 g 1 by 8.Plates shall be located faces oWss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. pies colndde with Joint center ices. 9.Digits Indicate size of plate In inches. MITekUSA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-imee(WTelr) EXPIRES:12/31/2015 III111110IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(0) 0 BC: 2x4 KDDF 1/18BTR SPACED 24.0' O.C. 2.3=(-437) 346 3.4=(-172) 90 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4.5=) -44) 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 6.7' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -8/ 288V -118/ 302H 5.50' 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 2.2' 0/ 31V 0/ OH 5.50' 0.05 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.3' -259/ 323V 0/ OH 1.50' 0,41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.0' -144/ 180V 0/ OH 1.50' 0.23 WOOF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing,) AND BOTTOM CHORD LIVE LQADS ACT NON-CONCURRENTLY. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.000' @ 7'- 11.7' Allowed = 0.056' MAX TL CREEP DEFL = -0.000' @ 7'- 11.7' Allowed = 0.074' /12.00 MAX TC PANEL LL DEFL = 0.007' @ 1'- 10.9' Allowed = 0.283' MAX BC PANEL TL DEFL = -0.005' @ 1'- 9.9' Allowed = 0.167' MAX HORIZ. LL DEFL = -0.005' @ 7'- 4.3' MAX HORIZ. TL DEFL = -0.005' @ 7'- 4.3' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. vWind: 140 mph, h=23,2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, c (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. CO)ooKAIIIIIIIIE0 y ) l ). 1-00 3-05 4-06-11 (PROVIDE FULL BEARING:Jts:2.6.3,4) JOB NAME: 7-D POLYGON 7-D NH - BJ4 -«...- PR ass Scale: 0.3821 GINE /0 �` 115// WARNINGS: GENERAL NOTES,unless otherwise noted: �� "7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual *P E Truss: BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabiily during construction 2.Design assumes the top and bottom chords to be laterally braced at - - DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by .- _ ®I� Po ly continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . �, DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ4.No load should be applied to any component until after all bracing and 4.Installation of truss is the respons bitlty of the respective contractor. 7OREGON. to S E Q. : 6 06 07 89 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosIve environment, �i/ It ON design loads be applied to any component. and are for"dry condition'of use. O P 1 4 2 �4. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if lnecessary. MF fabrication,handV ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. C R R 11. 6.This design is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center III II VIII VIII III 1111 11111 1111 (III(III TPUNlrCA in SCSI,copies of which will befurnished upon request. tinge coincide with Joint center Ines. 9.Digits indicate size of platete to inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 80 2.10=(-439) 1626 3.10=(-174) 244 BC: 2x6 KDDF #1SBTR 2- 3=(-2523) 714 10.11=(466) 1766 10- 4=) -68) 697 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2356) 744 11- 8=(-367) 1633 10- 5=(-362) 285 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1622) 580 5.11=(-342) 275 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0' V 5- 6=(-1631) 584 6-11=( -58) 677 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 14'- 0.0' V 6- 7=(-2367) 749 11- 7=(-173) 245 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0.0' TO 22'- 0.0' V 7- 8=(-2534) 720 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 22'- 0.0' V 8- 9=( 0) 80 NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0' TC CONC LL( 466.7)+D1.( 130.7)= 597.3 LBS @ 14'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12,0' 12.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -523/ 2249V -217/ 217H 5.50' 3.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0' -527/ 2257V 0/ OH 5.50' 3.61 KDDF ( 625) Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacinn.l 7-11-11 6-00-10 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100• 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003' @ -1'- 0,0' Allowed = 0.133' MAX LL DEFL = -0.046' @ 11'- 0.0' Allowed = 1.054' 12 1597.30# ,,597,30# MAX TL CREEP DEFL = -0.092' @ 11'- 0.0' Allowed = 1.406' M-4x6 M-4x6 12 MAX LL DEFL a -0.002' @ 23'- 0.0' Allowed = 0.100' 12.00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' M-3x4 12.00 MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5' Illrit' llillimml:millmill MAX HORIZ. TL DEFL = 0.028' @ 21'- 6.5' assumes moisture content does d 19% at time of manufacture. Design coin windforce-resisting system and:::::::: and cladding criteria,' M-1.5x3 M-1.5x3 Wind: 140 mph, h=23.2ft, TCOL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M M c. t7 /.r_... IIIIIMIIIIIIIIM lI OM-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 1. ,l > 1. 7-08-08 6-07 7-08-08 ,L. 1, /- 10-00 12-00 3- ), y y 1-00 22-00 1-00 JOB NAME : 7-D POLYGON 7-D NH - Cl ���ED PROp�ss Scale: 0.2653 CI G�7//5/rf �Q WARNINGS: GENERAL NOTES,unless otherwise noted: 7 �7' 'y{ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC' 0 P E Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.1 compression web bracing must be installed whore shown+. Incorporation of component Is the responsibtity of the building designer. 3.Additional temporary bracing to Insure stebifity during construction 2.Design assumes the top and bottom chords to bo laterally braced et DES. B Y: MJ 2'o.e.and at 10'o.c.respeaUvey unless braced throughout their length by e/_� Is the responsibility of the erector.Additional permanent bracing of `WV!.- eontlnuous sheathing such as plywood sheathing(TC)end/or drywal BC). / _, DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be rippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "y OREGON' D. 4./ loadsSEQ. : 6060790fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, L -r/ A. design loads be applied to any component. end ere lor'dry condition'of use. -/y 7 o -t.. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It O 14, P fabrication,handling,shipment and Installation of components. necessary. MFR R YLL 6.This design is famished subject to the imitations set forth 7.Plates assumes adequateadrainage a Is provided. I IIIIII VIII II II VIII VIII VIII VIII IIII IIII g ) by O.Plates shall be located on both laces of truss,and placed so their center TPUWiCA In SCSI,copies of which will be furnished upon request. 9.Digits Indicate size)of plate InrInches. MITekUSA,InalCOmpuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2.12=(-163) 752 3-120(.196) 181 BC: 2x6 KDDF g1SBTR SPACED 24.0. 0.0. 2- 3=(-1049) 364 12.13=(-101) 658 12- 4=(-141) 383 WEBS: 2x4 KDDF STAND 3. 4=( -887) 397 13.10=(-191) 652 12- 6=(-172) 130 LOADING 4. 5=( 0) 0 6.13=(-172) 130 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -565) 338 8-13=(-142) 382 BC LATERAL SUPPORT <= 12'0C. MON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -565) 338 13- 9=(-196) 181 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 8- 9=( -887) 397 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1049) 364 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11°) 0) 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -241/ 1038V -220/ 220H 5.50' 1.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0' -241/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) M,U20HS,M18HS,M16 = MiTek MT series !COND. 2: Design checked for nett-5 psf) uplift at 24 'oc spacing.] 9-11-11 2 (-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 4-00 3-10-04 1-0 0-05 2 r- 01-07 3-10-04 4-00 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' f MAX LL DEFL = 0.019' @ 11'- 0.0' Allowed = 1.054' MAX TL CREEP DEFL = -0.035' @ 11'- 0.0' Allowed = 1.406' 2-01-07 1-00-05 MAX LL DEFL = -0.002' @ 23'- 0.0' Allowed = 0.100' 8-00 ' 1' 1'' 8-00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' 12 12 MAX HORIZ, LL DEFL = 0.007' @ 21'- 6.5' MAX HORIZ, TL DEFL = 0.012' @ 21'- 6.5' 12.00 7 M-4x6 N12.00 NOTE: Design assumes moisture content does M-4x6 not to exceed 19% at time of manufacture. M-3x4 Desinto �'< '' system andforms componentsln andicladding rcriteria. Wind: 140 mph, h=24,2ft, TCDL=4.2,B0L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-1.5)(34/11 .01-1.5x3 in the plane of the truss only. 0 c uit ,wM-312T 98 - rn o M-3x4 x8 M-5x6(S) M-3 x8 M-3x4 ' 1 c 1, y y 1- 7-08-08 6-07 7-08-08 y 1. .1,- 10-00 10-00 12-00 1. 1- 1' /' 1-00 22-00 1-00 JOB NAME: 7-D POLYGON 7-D NH - C2 '<<;"` .0 PRQp Scale: 0.2036 \° t,%GINE /O C /!5/ 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 ;92$0PE Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsiblity of the building designer. 3.Additional temporary bracing to Insure atebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'c.c.and at 10'o.c.respectively unless braced throughout their length by <tyl� DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). ,!P' DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.20 impact bddging or lateral bradng required where shown++ O CC 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7A-OREGON to SEQ. : 6060791 fasteners are complete and at no time should any loadsnon -corrosive greater than 5.Design assumes trusses are to be used In a environment, Li 4, ON design loads be applied to any component, and are for'city condition-of use. Q ,i 1' 14 2 `S� TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.Dsignassumes full beating at all supports shown.Shim or wedge If M 11 fabdcaUon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �cR R ti0- 6.This design is furnished subject to the initations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 whichTPUWTCA in SCSI,copies of will be furnished upon request. lines coincide with joint center lines.size MITe SA,inc./CompuTrus Software 7.6.6(1L)E 1iicconoe0For b soctorpite design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 80 2- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 KODF N168TR SPACED 24.0' O.C. 2- 3=(•1094) 254 8- 9=(-52) 551 8- 4=(-249) 614 WEBS: 2x4 KDDF STAND 3- 4=( -987) 431 9- 6=(-93) 715 4- 9=(-249) 614 LOADING 4. 5=1 .987) 431 9- 5=(-377) 349 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 254 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 80 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'• 0.0' .187/ 1038V -307/ 307H 5.50' 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0' -187/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, ICOND. 2: Design checked for net1-5 psf) uplift at 24 'oc spacino.I 1' 11-00 ,. 11-00 ,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-10 5 04-06 5-04-06 5 07 10 MAX LL DEFL = •0.002' @ -1'- 0.0' Allowed . 0.100' 1' . 1' ' ' MAX TL ELL DEFL = -0.028' @ 7'• 5.1' Allowed = 1.054' 12 12 MAX TL CREEP DEFL = -0,051' @ 7'- 5.1' Allowed = 1.406' M-4x6 MAX LL DEFL = -0,002' @ 23'- 0.0' Allowed = 0.100' 12,00 7 4x 4 \12.00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.013' @ 21'• 6.5' /Y MAX HORIZ. TL DEFL = 0.019' @ 21'- 6.5' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main 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), M-1.5x3 M-1.5x3 Trussduration designedffor owind6loads in the plane of the truss only. A /h/A6lk: 0 M 0 cm a 9 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 c J. )' y J• 7-05-01 7-01-13 7-05-01 1 J' y 10-00 12-00 k y J, J' 1-00 22-00 1-00 ��nEO PR OFrss JOB NAME: 7-D POLYGON 7-D NH - C3 5pale: 0,2195 \� •,%a INE WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9�2'�I�/�1 im 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and Is for an IndividualZ. ;9 O P E r Truss: C3 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 responsiblity otthe building designer. 3.Additional temporary bracing to Insure stabiaty during construction 2.Dealgn assumes the top end bottom chorda to be latorely breeed et DES. BY: MJ2'o.e.and at 10'o.c.respectively unless braced throughout their length by /r�pr *� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). ! �Q" DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be appied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. •y A_ SEQ. : 6060792 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -r OND ^, TRANS I D: 408182 design loads be applied to any component. and are for"dry condition'of use. O_ 1 4. 2 "�'- 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes lull bearing at all supports shown.Shim or wedge If ` es necessary. MFR R I�1" fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I I/WTCA in I,copies of lines coincide with joint center Ines. 111111 11111101 111 VIII VIII VIII IIII Illi MT'ITe SA,lnC.6/CompuTrus which Sowill Itware 7.6.6(1 L)-E request. 10.Forrlbasic connector oplatetdeign values see ESR-1311,ESR-1 888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KODF N158TR LOAD DURATION INCREASE = 1.15 1.2=1 0) 80 2.4=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0' 0.C. 2-3=(-18) 85 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -50/ 287V -32/ 99H 5.50' 0.46 KDDF ( 625) 1'- 10.9' -165/ 174V 0/ OH 1.50' 0.28 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc soacina.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.004' @ 1'- 0.0' Allowed = 0.147' MAX TC PANEL TL DEFL = -0.008' @ 1'. 1.5' Allowed = 0.220' MAX BC PANEL LL DEFL = 0.013' @ 3'- 6.6' Allowed = 0.354' MAX BC PANEL TL DEFL = -0.081' @ 4'. 4.8' Allowed = 0.472' 1-11-11 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' NOT12 notEtoOesign exceeda19%mes at time ofecontent manufacturees. 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 4 load duration factor=l,6, li Truss designed for wind loads in the plane of the truss only. NI- ..- to v..4- o N Of to 0 o� �� �E44 M-3x4 J• y J• 1-00 •t. . 8-00 _co PROFe JOB NAME : 7-D POLYGON 7-D NH - J1 Scale: 0.5877 \5� (G1'��JGINe/ �s/O WARNINGS: GENERAL NOTES,unless otherwise noted: � ."n115" ',11 P 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an IndividualCC. =92••P E 1.- Truss: Truss: J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at - _ 2'0.0.and at 10'os.respectively unless braced throughout their length by �'�� , `_®� DES. BY: MJ s the responsibility at the erector.Additional permanent bracing of continuous sheathing such es plywood sheething(TC)andlordrywalFC). DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown+0 A C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 - NI"'OREGON SEQ. : 6060793 fasteners are complete and at no time should any loads greeter than 5.Design assumes trussesAl are to be used in a non-corrosive environment, 4- i q Q ` i design loads be applied to any component. end are for"dry condition"of use. 40 y 14 2 "C- TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes lull bearing at all supports shown.Shim or wedge if A P, fabrication,handling,shipment and Installation of components. necessary.sassumes drainage is p V 6.This design Is furnished subject to the Imitations set forth by 8.Platesshellbe located on both faces olhuss,and placed so their center �n ��� II III11 II II II I II III I 111 111 II IIII TPINVECA In RCS',copies of which will be furnished upon request lines eindicawith Joint centerte Ines. 9. indicate size of plate in Inches. MITek USA,InciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 111 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . TC: 2x4 KODF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-40(0) 0 BC: 2x4 KDDF 815BTR SPACED 24.0' 0.C. 2-3=(-90) 113 TC LATERAL SUPPORT <= 12'OC. MON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'. 0.0' -3/ 358V -61/ 16)H 5.50' 0.57 KDDF ( 625) 3'- 10.9' -198/ 181V 0/ OH 1.50' 0.29 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'. 0.0' 0/ 72V 0/ OH 5,50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net/-5 nsfl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 3-11-11 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 = -0.044' @ 2'- 2,3' Allowed = 0.503' MAX BC PANEL TL DEFL = -0.122' @ 4'- 1.4' Allowed = 0.472' 12 MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' 12.00 Ii' NOTE: MAX HORIZ. TL DEFL = 0.001' @ 3'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce.resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, yr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads d. in the plane of the truss only. o./- to o p� Il�t ►.m4 M-3x4 ; y i' 1-00 (PROVIDE FULL BEARING:Jts:2,3.4( 8-00 JOB NAME: 7-D POLYGON 7-D NH - J 2Scale: 0.5502 Gj Or INE /0 WARNINGS: GENERAL NOTES,unless otherwdse noted: CC.445 2 e S r� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual =�S P E 1� Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters end proper ' 2.244 compression web bradng must be Installed where shown 0. Incorporation of component Is the responsibility of the building designer. // 3.Additional temporary bracing to insure stabifly during construction 2.Design assumes the top end bottom chords to be laterally braced et 4�i�►. DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by `�.. po h continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). Cc DATE: 9/1 5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown 0+ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Co SEQ. : 6060794 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4.. 1 Q `LO\O4. ` design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 0P fabrication,handang,shipment end Installation of components. 0.- necessary. MFR A I�,,,. P P 7.Designlatesassumes adequate one ty f drainageisfurnished feces of truss,and placed so their center - I 111111 11111 11111 11111 01 11111 IIIII 11 1111 TPINJTCA In SCSI,copies of which will be furnished upon request. lines coincidetwith Joint ate in nche. p 9.Digits basiccor size of design Inches. EXPIRES:12/31/2015 MITek USA,Inc./Com uTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(Welt) I'IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.40(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0. O.C. 2-30(-149) 154 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'. 0.0' -20/ 422V -90/ 224H 5.50' 0.68 KDDF ( 625) 5'. 10.9' -193/ 219V 0/ OH 1.50' 0.35 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 121V 0/ OH 5.50' 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series • BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for netl•5 psfl uplift at 24 'oc spacing.) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TL CREEP DEFL o 0.000' @ 0'- 0.0' Allowed = 0.105' MAX TC PANEL LL ()EFL = 0.249' @ 3'- 2.0' Allowed = 0.524' MAX BC PANEL TL DEFL = -0.229' @ 4'- 1.4' Allowed o 0.472' MAX HORIZ, LL DEFL = •0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 12 NOTE: Design assumes moisture content does 12.00 not to exceed 19% at time of manufacture. 0 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, Truss designed for wind loads Co in the plane of the truss only. m c Li'l o 7 o '� r._4 M-3x4 J' y y 1-00 IPROVIDE FULL BEARING:Jts:2,3.4I 8-00 r. JOB NAME : 7-D POLYGON 7-D NH - J3 Scale: 0.4558 ��<<-1-% �cts's WARNINGS: GENERAL NOTES,unless otherwise noted: �� 2$' �9{ 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t' 7,9 G$*P E Truss: J3 and Warnings before construction commences. building component.Appacabllity of design parameters and proper / f/ 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure sterility during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY• MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�� Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as (B ) / 'p� DATE 9/15/2014responsibilitybuilding designer. bridging plywood drywall c. A Q the overall structure Is the res nsibi of the 3.2x impact or lateral bracingrequired where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `!� OREGON qf t, ,�1C/ SEQ. : 60607 95 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, G design loads be applied to any component. and are for"dry condition"of use. y rL0 +�.. TRANS I D: 408 82 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge if 14, els fabrication,handling,shipment and installation of components. necessary. ke R`�� l 6.This design le furnished subject to the irritations set forth 7.Platen assumes adequate one bothdraface Isprovided.us,andG 11110111111111111111111111 TPIM/TCA In SCSI,copies of which will be furnished upon request. e.noes oandae maim joint on faces of truss, placed so their center 9.Digits Indicate size of plate in inches. MITekUSA,Inc./CompuTfusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19613(MiTek) EXPIRES:12/31/2015 MI(IIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.5' ICOND, 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.) TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF 91SBTR SPACED 24.0' O.C. 9 not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 9 TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, e .2,BCDL=6.0, ASCE 7-10, M,M20HS,MIBHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. 5.00 1:;-AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 —/ N 0 CO_ 111111111111 C.7 Of— d' 0 El Ca iv AM M-3x4 4 y L. 1, 1-00 6-11-08 JOB NAME: 7-D POLYGON 7-D NH - D1scale: 0.6748 ..;`" vG1Nfi:, `')/0 WARNINGS: GENERAL NOTES,unless otherwise noted: Cl ���/ "- 1.Builder and erection contractor should be advised of all General Notes 1.TNs design Is based only upon the parameters shown and Is for an Individual - C' ^9 20•P E Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responslWaty of the building designer. r 3.Additional temporary bracing to Insure slebiaty during construction 2.Design assumes the top and bosom chords to be lateraly braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c. as unless braced throughout their length by �s'r�, 'i�'.' DATE: 9/15/2014 ybuilding designer. continuous sheathing such as bracing required dgshaething(TC)and/or drywall(9C). Q the overall structure Is the responsibility of the 3.2x Impact bridgingor lateral re uired where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / OREGON SEQ. : 6060796 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G �� �� design loads be applied to any component. and are for"dry condition"of use. ./O 14 rill --!- TRANS I D: 408 82 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if nI P fabrication,handling,shipment and Installation of components, ne sign asscessary.umes provided. ;`✓' 6.This design Is furnished subject to the Imitations set forth by 7.Plates shall be located onaboth faces of rs,ad placed so their center n R' III II II II VIII IIII VIII VIII VIII IIII IIIITPInNfCA In SCSI,copies of which veil be furnished upon request. 9 Ones Digits indicate sizeJoint plate in center 10. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF k1$BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 43 2-5=(•55) 73 3.5=(•215) 172 BC: 2x4 KODF g16BTR SPACED 24.0' O.C. 2-3=(•109) 95 WEBS: 2x4 WOOF 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: 12.0' 0.0' 0'- 0,0' -66/ 432V -34/ 102H 5.50' 0.69 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 11.5' -33/ 284V 0/ OH 5.50' 0.45 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Desitin checked for net(-5 psi) uplift at 24 'oc soacina,l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ •1'• 0.0' Allowed = 0.133' 6-07-12 0 3 2 MAX TC PANEL LL DEFL = 0.158' @ 3'- 6.2' Allowed = 0.422' MAX TO PANEL TL DEFL = -0.190' @ 3'- 6.4' Allowed = 0.633' 12 MAX HOAR. LL DEFL = 0.001' @ 6'- 7.7' ilo 5.00[7 MAX HORIZ, TL DEFL = 0.001' @ 6'- 7.7' M-1.5x3 4 NOTE: Design assumes moisture content does -" not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting i system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, el Truss designed for wind loads in the plane of the truss only. N 0 M O"'"- 'a' Ali i Cf- 2 E24 t��5 -, M-3x4 M-1.5x3 y J, ), 6-07-12 0-03-12 y y y 1-00 6-11-08 JOB NAME: 7-D POLYGON 7-D NH - D2 . .R% PRO cSS scale: 0.5542 51 , %.0. GINS , WARNINGS: GENERAL NOTES,unless otherwise noted: / 5/ �:- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ' .1 92$$P E f Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. •,/ 3.Additional temporary bredng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _:- Is the responsibility of the erector.Additional permanent brae of 20 o.c.and at 10'o.c.respectively unless braced throughout their length DES. BY: MJlie N a g& by L44110 °`' the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)where andfor drywell(eC). /' `!OP'` DATE: 9/15/2014 Pe H a 3.2x Impact bridging or lateral bracing required shown++ s/ CC 6060797 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. "1 OREGON 4`. SEQ. : fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .4. �j 2 N�`�A TRANS I D: 408182 design loads be applied to any component. and are for'dry condition'of use. / r Q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 0 14 P fabrication,handling,shipment end Installation of components, 7.necessary. s p /1/ ' rl n`.i \- 6.This design is furnished subject to the imitations set forth by 8.Platesshallbe locatassumes ed on both faate cese lof truss,and placed so their center +l R 4. 1111III I VIII VIII VIII IIII IIIITPIANrCA in BCSI,copies of which will furnished upon request. lines coincide withjointaIn lines. 9.Digits Indicate size offpplatete Inches. nches. MITek USA,Inc/Compulru Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(duTek) EXP)RES:12/31/2015 IIIIIII VIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 24.08.08 FROM 10-00-00 TO 16-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 80 2.10=(-738) 3566 10- 3=( 0) 202 BC: 2x6 KDDF #1&BTR 2- 3=(-5448) 1170 10.11=(-738) 3564 3.11=( -176) 204 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5194) 1226 11.12=(•706) 3548 11- 4=( -558) 2520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4102) 1088 12.13=(-666) 3598 4.12=(-2030) 592 TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 22'- 0.0' V 5- 6=(-4104) 1088 13-14=(-930) 4728 12- 5=(-1474) 5530 IC LATERAL SUPPORT <= 12.00. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 10'- 0.0' V 6- 7=(•5268) 1248 14- 8=(-938) 4756 12- 6=(-2176) 634 BC LATERAL SUPPORT <= 12.00. UON. BC UNIF LL( 283.9)+DL( 213.0)= 496.9 PLF 10'- 0.0' TO 16'- 0.0' V 7. 8=(-7246) 1588 6.13=( -612) 2622 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0' TO 22'- 0.0' V 8- 9=) 0) 80 13- 7=(•1556) 434 OVERHANGS: 12.0' 12.0' 7.14=( -530) 2578 Connector plate prefix designators: ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0' ConnectorCa (or no g ADDL: BC CONC LL+OL= 2442.0 LBS @ 18'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -955/ 4328V -306/ 306H 5.50' 6.93 KDDF ( 625) �r REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -1276/ 5702V 0/ OH 5.50' 9.12 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP nails staggered at: ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) 9' oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 9' oc in 1 row(s) throughout 2x4 webs, P HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' 9' oc in 2 row(s) throughout 2x6 webs. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.061' @ 14'- 1.7' Allowed = 1.054' 11-00 11-00 MAX TL CREEP DEFL = -0.169' @ 14'• 1.7' Allowed = 1.406' MAX LL DEFL = •0,001' @ 23'- 0.0' Allowed = 0.100' T I T MAX TL CREEP DEFL = -0.001' @ 23'- 0.0' Allowed = 0.133' 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 T '' T ' 1 f TRUSS PLATING IS NOT SYMMETRICAL. MAX 12 12 ORIENTATION AS SHOWN. MAX HORIZ. TL DEFL = 0.034' @ 21'• 6.5' M-4X6 12.00 7 N 12.00 NOTE: Design assumes moisture content does 5 4.0" not to exceed 19% at time of manufacture. ;i� Design conforms to main windforce•resisting N system and components and cladding criteria. Wind: 140 mph, h=24,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 .M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, A Truss designed for wind loads in the plane of the truss only. + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. M-3x4 M-3x6 IL CI Al M-5x10 03 c=, t� BsdEmmiimii " ICY=, c 10 11 1 13 14 o M-5x10 M-1.5x3 M-6x8 20.25" M-3x5 M-3x8 0 . M-7x8(S) y y 2651#@ y y 12442#@ y 4-00 3-10-04 3-01-12 3-01-12 3-10-04 j 4-00 , , , ,, 1-00 22-00 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 7-D POLYGON 7-D NH - C4 Scale: 0.1778 �5<<'"��PNE iso WARNINGS: GENERAL NOTES,unless otherwise noted: 4iy CI 1f5/P 1.Guilder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual t' =9 2.0 P E r Truss: C4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o,c.and at 10'o.c,respectivelyhas unless braced throughout their length by 4� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;a6"` DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6060798 .No load should be appfed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON 4(/ TRANS I D: 408182fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosIve environment. L� �� ON design loads be applied to any component. and are for"dry condition'of use. Q }' 1 4 2 A'•� 5.CompuTrus has no control over end assumes no responsibialy for the 6.Design assumes full bearing at all supports shown.Shim orwedge If �y f' fabrication,handling,shipment and installation of components. necessary. MFR R 1 4-`- 7.Designlatesassumesadequateboth drainage Is truss, C- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center CA lines ncide with joint center hes. III II VIII III I VIII VIII VIII VIII II I IIII MTek USAnInCJCompuTrus I,copies of which SotNI(Ware 7.6.6(1 L)-E request. 10.For ba sic to coat size aplate design values inches. see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 1111 III III) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.5u(-178) 184 3-5=(-266) 256 BC: 2x4 KDDF 41&BTA SPACED 24.0' 0.C. 2.3=(•267) 125 WEBS: 2x4 KDDF STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'. 0.0' -43/ 479V •121/ 292H 5.50' 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.5' -81/ 238V 0/ OH 5.50' 0.38 KDDF ( 625) Connector plate prefix designators: 7'. 11.7' -89/ 120V 0/ OH 1.50' 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 ash) uplift at 24 'oc spacing.! BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-1 1-1 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'. 0.0' Allowed = 0.100' T T MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.017' @ 6'- 0.8' Allowed = 0.350' MAX BC PANEL TL DEFL = -0.160' @ 4'- 1.5' Allowed = 0.472' ri MAX HORIZ. LL DEFL = -0.003' @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.007 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, M-1.5x3 Truss designed for wind loads NI- in the plane of the truss only. 4- \ O O P) O` - �� O 5 M-3x4 M-1.5x3 y ), ), 1-00 8-00 'PROVIDE FULL BEARING:Jts:2,5,41 JOB NAME: 7-D POLYGON 7-D NH - J4 -<<, PROFkss Scale: 0.3695 SCO PIN>r /02 //5//9 WARNINGS: GENERAL NOTES,unless otherwise noted: T. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Ct. l •P E f Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. '// 3.Additional temporary bracing to Insure sted6ty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by dim' Is the responsibility of the erector.Additional permanent bracing of `- - eontlrwoussheaninrsuer las bracing urewhere shown drywa0 C). /' `-- DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging lir lateral required where shown++ a1 Gr' 4.Na load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. "'y OREGON �U_. SEQ. : 6060799 fasteners are complete and at no time should any loads greater than 5.DesignassumestrussesaretobeusedInanon-corrosive environment, ` �` i` design loads be applied to any component end arefor`dry condition`of use. /<) '1 j 14 ZOO •}.-.. TRANS I D: 40 8182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tali bearing at all supports shown.Shim or wedge If p 2P fabrication,handling,shipment and Installation of components. DesignDesassumesessary. ' 'F' R V`, V 6.This design is furnished subject to the Irritations set forth 7. lates adequate onne both drainage Is truss, 111111 1111111111111 I 11111 IN IIIII IIII 11111 by 8.Plates shall be located both faces of truss,and placed so their center , TPMWrCA in BCSI,copies of which will be famished upon request. lines coincide with Joint center Ines. 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,ESR-1988(MiTek) EXPIRES:12/31/2015 EMI This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTA LOAD DURATION INCREASE = 1.15 1.2=1 0) 80 2.6=(•147) 182 3.6=062) 212 BC: 2x4 UDE A18BTR SPACED 24.0. O.C. 2-3=(.347) 125 WEBS: 2x4 KDDF STAND 3.4=(-327) 127 LOADING 4.5=(-159) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 23.7' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -43/ 449V -1401 398H 5.50' 0.72 KDDF ( 625) Connector plate prefix designators: 7'- 9.5' -58/ 230V 0/ OH 5.50' 0.37 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'• 11.7' -327/ 410V 0/ OH 1.50' 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacinq.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = -0.002' @ .1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.039' @ 9'• 11,7' Allowed = 0.197' -/ MAX TL CREEP DEFL = -0.047' @ 9'. 11.7' Allowed = 0.263' MAX TC PANEL LL DEFL = -0.028' @ 6'- 8.1' Allowed = 0.350' MAX BC PANEL TL DEFL = -0.157' @ 4'. 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.007' @ 7'- 10.9' MAX HORIZ. IL DEFL = •0.007' @ 7'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting 12 system and components and cladding criteria. 12.00 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=l.6, Truss designed for wind loads 4- in the plane of the truss only. M-3x5 0 m 0 of ra 6 M-3x4 M-1.5x3 r J, y y y 1-00 8-00 1-11-11 (PROVIDE FULL BEARING'Jts:2.6.41 �_cp PROF-6 JOB NAME: 7-D POLYGON 7-D NH - J5 Scale: 0.3043 \5� ! �(5N� s% WARNINGS: GENERAL NOTES,unless otherwise noted: �� v 2.N...71:2;, . ��' 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 = P E Truss: JJ' and Warnings before construction commences, building component.Applicability of design parameters and proper ' 2.2x4 compression web bracing must be installed where shown+. Design auof component Is the reaponsibiity of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top end bottom chords to be laterally braced at _1P DES. BY: MJ2'o.c.and at 10'o.e.respectively unless braced throughout their length� by Is the responsibility of the erector.Additional permanent bracing of (8 ) `P.continuous sheathing such l radng eurewhere s or drywall C. Cc DATE: 9/15/2014 the overall aWdura is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown** � 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON a �' SEQ. : 6060800 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, G• �,, � A. .1 r� design loads be applied to any component. end are for"dry condition'of use. - Q }' 1 4 2.0 �,�- TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 0 fabrication,handling,shipment and Installation of components. ne Design ass rn R`�� 6.This desl nisfurnishedtotheimitationssetforth 7. latesassumescdedoneoth aceIoftuss,a. Crl 1IIIIII 1111011 )II VIII III 11111111111111110111 9 subjectby 6.Plates shall be located on both faces of truss,and placed so their center TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MITok USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(dlTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KOOF 111&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(-141) 172 3.6=(-248) 204 BC: 2x4 KOOF #1&BTR SPACED 24.0' O.C. 2.3=(-399) 303 WEBS: 2x4 KDDF STAND 3.4=(.378) 313 LOADING 4-5=(-124) 88 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -36/ 464V -183/ 440H 5.50' 0.74 KOOF ( 625) Connector plate prefix designators: 7'- 9.5' -81/ 220V 0/ OH 5.50' 0.35 KOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9' .263/ 334V 0/ OH 1,50' 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'• 11.7' -93/ 120V 0/ OH 1.50' 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' 11-11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' 1' MAX LL DEFL = •0.002' @ -1'- 0.0' Allowed = 0.100' -, MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.021' @ 2'• 0,7' Allowed = 0.343' , MAX BC PANEL TL DEFL = •0.158' @ 4'- 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = •0.009' @ 11'. 10.9' MAX HORIZ. TL DEFL = -0.009' @ 11'- 10.9' NOTE: Design assumes moisture content does not to exceed 19rs at time of manufacture, Design conforms to main windforce•resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 r load duration factor=l.6, Truss designed for wind loads d' in the plane of the truss only. 0 0 N M-3x5 M O --6 M-3x4 M 1.5x3 1, J. 1. y 1-00 8-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.6.4,5) P ope JOB NAME : 7-D POLYGON 7-D NH - J6 ���,E0 iN • ., Scale: 0.2702 <5 G15N /0 WARNINGS: GENERAL NOTES,unless otherwise noted: ��� �n��" 2�t,,.. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual =9�0 P E Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �aa�. DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.e.respectively unless braced throughout their length by /f�� SOS P° ty continuous sheathing such as plywood sheet when C)and/or drywal C). s. Q DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibitly of the respective contractor. •.7 A OREGON <v- SEQ. : 6060801 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G/ vA ONb A. design loads be applied to any component. and are for'dry condition'of use. Q. }- 1 4 2 �..v. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at et supports shown.Shim or wedge It O fabrication,handing,shipment end Installation of components. necessary. L� t N 7.Designlatesassumes adequateod drainage Isprovided.us, C R R",-1. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III I IIID III I VIII(III II II(III(III TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincidewith Joint ate in Ines. 9. indicate of plate to Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF g16BTA LOAD DURATION INCREASE = 1.15 1.2=1 0) 80 2-6=(-148) 176 34.1-253) 213 BC: 2x4 KODF A18BTA SPACED 24.0' 0.C. 2.3=(-328) 247 WEBS: 2x4 KDDF STAND 3-4=(-308) 256 LOADING 4.5=( -89) 62 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' •38/ 468V •167/ 402H 5.50' 0.75 KDDF ( 625) Connector plate prefix designators: 7'- 9.5' -81/ 225V 0/ OH 5,50' 0.36 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9' -223/ 287V 0/ OH 1.50' 0.37 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 11'- 0.0' -64/ 85V 0/ OH 1.50' 0.14 KW ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net1-5 psfl uplift at 24 'oc soacinn.) 11 00 AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '1' 1' MAX LL DEFL = -0.002' 0 -1'- 0.0' Allowed = 0.100' -/ MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.018' @ 2'- 0.7' Allowed = 0.343' ;� MAX BC PANEL TL DEFL = -0.158' @ 4'• 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.007' @ 10'• 11.2' MAX HORIZ. TL DEFL = -0.007' @ 10'. 11.2' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 'J Wind: 140 mph, h=24.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 12.00 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads co in the plane of the truss only. In 0 M-3x5 C.) 0((`` o f f/.�Alhii ,iiio.s -f -6 0 M-3x4 M-1.5x3 ), ), ), y 1-00 8-00 3-00 !PROVIDE FULL BEARING:Jts:2.6.4.51 JOB NAME : 7-D POLYGON 7-D NH - J7 Scale: 0.2881 �,e'' PN Opt. WARNINGS: GENERAL NOTES,unless otherwise noted: � pli ���/ -2"9' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t ,9�,O P E f Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibilty of the building designer. 3.Additional temporary bracing to Insure stablty during construction 2.Design assumes the top and bosom chords to bo laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.ouch as ly unless braced throughout their length by `yp, - 4� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). / -� CC DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown u. 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - "p 4 OREGON 4., SEQ. : 6060802 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, Z. -'7,� ONa {A. design loads be applied to any component. end are for*dry condition"of use. Q.. y 1 4 9. -t. TRANS I D: 408182 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull besting et ell supports shown.Shim or wedge If �� fabrication,handling,shipment and Installation of components. necessary. 7.n ecesn assumes adequate drainage Is provided. MSR R ti t-- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 11111011111111111 TPInnrtCA In SCSI,copies of which will furnished upon request. git coincide with Joint ate inr toes. 9.Digits Indicate size of plate line Inches. MiTek USA,Inc/CO(I1puTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(-65) 115 6-5=( 0) 23 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(-213) 0 5-7=(-84) 145 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-4=( -23) 40 3-7=(-161) 93 LOADING TC LATERAL SUPPORT <= 12.0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -29/ 380V -61/ 161H 5.50' 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -148/ 91V 0/ OH 1.50' 0.15 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' 0/ 116V 0/ OH 5.50' 0.19 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 oofl uplift at 24 'oc spacing.[ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 AND BOTTOMCHORDLIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.007' @ 2'- 9.2' Allowed = 0.170' -, MAX TL CREEP DEFL = -0.011' @ 2'- 9.2' Allowed = 0.226' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' 12 MAX BC PANEL TL DEFL = -0.034' @ 5'. 0.2' Allowed = 0.290' 12.00 7 M-4x6 ° MAX HORIZ. LL DEFL = 0.011' @ 7'- 7.6' MAX HORIZ. TL DEFL = 0.014' 9 7'- 7.6' NOTE: Design assumes moisture content does # not to exceed 19% at time of manufacture. iiiiiii..._ U3 Design conforms to main windforce-resisting of system and components and cladding criteria. 0 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 111111111111111111111..._ .... IN8 ......7•7 .f c M-3x4 c M-1.5x3 0 pr` 11.S7.241 6 0 M-3x4 M-3x5 y y y 2-09-04 5-02-12 J 1, 1, 1, 1-00 2-11 8-00 5-01 [PROVIDE FULL BEARING:sits:2,4.7i JOB NAME: 7-D POLYGON 7-D NH - J8 �ti-,4 Pes ROF, 61 Scale: 0.5252 �� GI NF /0 WARNINGS: GENERAL NOTES,unless otherwise noted: tfi � 1 S �9 0 1.Builder and erection contractor should be advised den General Notes 1.This design Is based only upon the parameters shown end Is for en individual T-92.S PE ti' Truss: J8 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 responsidity of the building designer. 3.Additional temporary bracing to Insure stedgty during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY' MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 14 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheeihing(TC)and/or drywall(BC). a�"" DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e SEQ No load should be appled to any component until after all bracing end 4.Installation of truss is the responsidg 'y7 ty of the respective contractor. ! ,�OREGON 4 Nb TRANS I D: 408182 S E Q. : 6060803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L design loads be applied to any component. and are for"dry condition"of use. y ZQ }, 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes Mil bearing et all supports shown.Shim or wedge If necessa4//p 14, Q fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. <R R I t b`• 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II I III VIII III I 111111111111111 III TPIM?CA In SCSI,copies of which will be furnished upon request. git coincidewith jointpate in Inches. , 9.Digits indicate size of plate In Inches. MITeR USA,InC./COmpUTrus Software 7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 , TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-122) 184 6.5e( 0) 23 BC: 2x4 KDDF 81&BTA SPACED 24.0' O.C. 2-3=(-284) 43 5.7=(-157) 234 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=( -87) 73 3.7=(-259) 174 LOADING TC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <e 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -26/ 435V -90/ 2248 5.50' 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -136/ 125V 0/ OH 1.50' 0.20 KDDF ( 625) Connector plate prefix designators: 8'- 0.0' -13/ 155V 0/ OH 5.50' 0.25 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfi uplift at 24 'oc spacino,l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ .1'. 0.0' Allowed = 0.100' 5-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' f 1' MAX LL DEFL = 0.012' @ 2'- 9.2' Allowed = 0.270' . -, MAX TL CREEP DEFL = -0.016' @ 2'- 9.2' Allowed = 0.359' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105' it MAX HORIZ. LL DEFL = -0.019' @ 7'. 7,6' MAX HORIZ. TL DEFL = 0.022' 9 7'- 7.6' 12 NOTE: Design assumes moisture content does 12.00 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. to M-4x6 0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 41P in Truss designed for wind loads in the plane of the truss only. co IN co -, C ►- 7 o �� M 3x4 allEMIMILIE c M 1.5x3 ►-. 6 0 0 M-3x4 M-3x5 ; y y 2-09-04 5-02-12 ; ), y J, 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING:Jts:2.4,7( ��� D P R OF? JOB NAME: 7-D POLYGON 7-D NH - J9 scale: 0.4115 �5 �, ING �0 w� (1/51 -7 WARNINGS: GENERALNOTES,sedansotherwise noted: -. 192 OPE r' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual //� Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporarybracing to insure stabilitydude construction 2.Design assumes the top and bottom chords to be laterally braced at 4+R g 2'o.c.and at 10'o.e,respectively unless braced throughout their length by `rimer._. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/15/2014 the overall sbudure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ • kr � SEQ. : 60 608 04 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 lime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �h- vq y OREGON design loads be applied to any component. are for"dry condition"of use. Q: 1 4, t�. 0 4 TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the e'and are assumes full bearing stall supports shown.Shim or wedge If b �` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. IR RIO- 6.This design is furnished subject to the limitations set forth by 6.Plates shall be Wooled on both faces M truss,and placed so their center 11111111111111111 IN111111111111111liiI III MITe USA,Inc./CompuTrusI/WTCA In BCSI,copies of lSoftware 7.6.6(IL)-E ch will be furnished upon request. 1U lines FForrb coincide size of connector platetdesign values see ESR-131 1.ESR-19e9(MITek) EXPIRES:12/31/2015 CHI I (III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.011 TC: 2x4 KODF k11,BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(-216) 270 6-5=) 0) 23 BC: 2x4 KODF N18BTR SPACED 24.0. O.C. 2-3=(•354) 75 5.7=(-277) 344 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=(-158) 118 3.7=(-380) 306 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'. 0.0' •44/ 476V -121/ 292H 5.50' 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 7.6' -51/ 201V 0/ OH 5.50' 0.32 KDDF ( 625) Connector plate prefix designators: 7'- 11.7' -120/ 162V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Desion checked for net(-5 psf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0,100' 7-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' '( "( MAX LL DEFL = 0.020' @ 2'- 9.2' Allowed = 0.354' MAX TL CREEP DEFL = -0.023' @ 2'• 9.2' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.031' @ 7'- 7.6' MAX HORIZ. TL DEFL = 0.032' @ 7'. 7.6' NOTE: Design assumes moisture content does not to exceed 19k at time of manufacture. Design conforms to main windforce-resisting 1P 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 O in the plane of the truss only. 0 M-4x6 4�0 li 0 99 - -s 7' c F��� M-3x4 c M-1.5x3 6 M-3x4 M-3x5 y J, y 2-09-04 5-02-12 J. J. J. J. 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING:Jts:2,7,41 JOB NAME: 7-D POLYGON 7-D NH - J10 ���ED PROFtvn Scale: 0,3375 f GIN /O. WARNINGS: GENERAL NOTES,unless otherwise noted: k/ ee'�rrff�s/ -v'Q 1.Builder and erection contractor should be advised of a0 General Notes 1.This design Is based only upon the parameters shown and is for an IndividualCC. o 92 s$P E 1' Truss: J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper /O/ 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responslblity of the building designer. 3.Additional temporary bracing to Insure stablly during consWetlon 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of T o.e.and at 10'o.e.respectively unless braced throughout their length by �, � the overall sWdure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywa0 C), ' DATE: 9/15/2014 Po y g 3.2x If Impact bridging or lateral braving required where shown++ s/ CC 4.No load should be applied to any component until after at bracing and 4.Installation ofof truss is the responsibilityresponsibilityof the respective contractor. OREGON non-corrosiveSEQ. : 6060805fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, �L- \b, 'A, design loads be applied to any component and are for'dry condition"of use. / �.j! rLQ P� TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge If d: 14 fabrication,handling,shipment and Installation of components. 7.necessary. p MFR R`_+ -- 6.This design Is furnished subject to the Imitations set forth by 8.Platesshallbe located on both assumes adequate )faces nage iof buss,and placed so their center '•v C M I 111111 VIII Ill I III I lllll VIII IIIII 1111(III TPInNTCA In BCS(,copies of which will be furnished upon request. 9.sale coincide �slzejof tae In Inches. I MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITA) EXPIRES:12/31/2015 IlihIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4W0/DOF/Cq=1.00 , TC: 2x4 KODF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.7=(-208) 270 7.6=( 0) 23 BC: 2x4 KDDF 111&BTR SPACED 24.0' O.C. 2.3=(-354) 75 6.8=(-267) 344 6-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-4=(-199) 118 3-8=(-380) 295 LOADING 4.5=( -43) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 6.5' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -44/ 473V -126/ 322H 5.50' 0.76 KDDF ( 625) Connector plate prefix designators: 7'- 7.6' -52/ 200V 0/ OH 5.50' 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7' -172/ 213V 0/ OH 1.50' 0.27 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacina.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-06-08MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TLMAXEEP LL DEFL = 0.019' @ 2'- 9.2' Allowed = 0.354' -0 MAX TL CREEP DEFL = -0.023' @ 2'- 9.2' Allowed = 0.472' MAX LL DEFL = -0.000' @ 8'- 6.5' Allowed = 0.054' MAX TL CREEP DEFL = -0.000' 0 8'. 6.5' Allowed = 0.072' A MAX HORIZ. LL DEFL = -0.030' @ 7'- 7.6' MAX HORIZ. TL DEFL = 0.032' @ 7'- 7.6' NOTE: Design assumes moisture content does not to exceed 19's at time of manufacture. 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. o Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c li ) ,fEnclosed , Cat.2, Exp.B, MWFRS(Dir), All duration ao Truss designed for wind loads in the plane of the truss only. M-4x6 ir o Aii.. . ._.,. ., 8- ct51MMEmmolimmx M -3x4 o M-1.5x3 0 7 0 M-3x4 M-3x5 y y 3' 2-09-04 5-02-12 1, ), y 3, 1 1-00; 2-11 5-07-08 /, y 8-00 0-06-08 (PROVIDE FULL BEARING:.Jts:2.8.41 JOB NAME : 7-D POLYGON 7-D NH - J11 Scale: 0.3073 <3 ..�G,INa .ass/0 WARNINGS: GENERAL NOTES,unlessothervdse noted: �� .(�/��, 2- 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -4 =91121/SPE r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 1 1 Incorporation of component Is the responsibility of the building designer. /// 2.2x4 compression web bredng must be installed where shown+. 2.Design assumes the top end bosom chords to be laterally braced at dr Additional temporary bracing to Insure stablity during construction 2'o.c.and at 10'o.n.respectively unless braced throughout their length by `fir r.. .DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGON �' 4.No load should be appted to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A_ t„ SEQ. : 6060806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �G. -if l' 20N design loads be applied to any component and are for"dry condition"of use. 4 1 4 (�. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If A `' fabrication,handling,shipment and Installation of components. necessary.signassumes 'f'/ R R Il_`' g P P 7.Plates adequatedon drainage truss,a 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII 11111 11111(III(III TPIANrCA In SCSI,copies of which will be furnished upon request. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9lines coincide o dicaewith joint cent Ines. .Dies Indicate size ofplate In(Ins 10. For basic connector plate design values see ESR-1311,ESR-1088(MlTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF 818BTR SPACED 24.0' 0.C. WEBS: 2x4 OF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TC LATERAL SUPPORT <= 12.0C. 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. VON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF ( 625) Connector plate prefix designators: 12 TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF ( 625) C,CN,C18,CN18 (or noprefix) = Com uTrus, Inc 4.00 4'• 0.0' -36/ 84V 0/ OH 1,50' 0.13 KDOF ( 625) P LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND, 2: Design checked for net1-5 osfl uplift at 24 'oc soacin0d JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ 0'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008' @ 2'- 5.6' Allowed = 0.183' MAX IC PANEL TL DEFL = -0.010' @ 2'• 7.0' Allowed = 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'- 11.2' MAX HORIZ. TL DEFL = 0.003' @ 3'- 11.2" NOTE: Design assumes moisture content does -i not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting \/ system and components and cladding criteria. X 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=l.6, Truss designed for wind loads c in the plane of the truss only. ^`- w I tp II 8,- 1'r 4-;>.‹: 3,>\ 1 M-3x8 M-3x6 WEDGE REQUIRED AT HEEL(S). 'PROVIDE FULL BEARING:Jts:4,3,21 J" ..1' 3-00 4-00 JOB NAME: 7-D POLYGON 7-D NH - E2 <`c,,..0 PROPeGmE ss Scale: 0.9141 �� � 1�5/ � °� WARNINGS: GENERAL NOTES,unless otherwise noted: l(7' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon nn(the parameters shown and Is for an Individual •P E Truss: E2 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 responsibiity of the building designer. /r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at D E$. BY: MJ 2'o.c.and at 10'n.s.respectively unless braced throughout their length by ` 1.40' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) mywa(ac).DATE: 9/15/2014 the overall aWdure Is the responsibilityofthe building designer. 3.2x Impact bddgingr lateral bracingrequired where shown++ 10 CC 4.No load should be appied to any component until after at `P bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6060811 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive ,I-environment. V '\b � TRANS I D: 408182 � design loads be applied to any component and are for"dry condition"of use. % 1 y ZQ �-. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fu at all shown.Shim or wedge If 4, P fabrication,handling, necessary. MFS R)L\-.�:.. shipment and Installation of components. 7, necessary. assumes adequate drainage is provided. rl 8.This design is furnished subject to the imitations set forth by m.Plates shall be located on both faces of truss,and placed so their center (VIII II II III III 011111 II IIID III(IIITPUWTCA in BCSI,copies of which will be furnished upon request lines coincidewith Joint center Boas. 9.Digits Indicate size of plate In inches. MITekUSA.lnc./CompuTfusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) EXPIRES:12/31/2015 11 111111 This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF N1$BTA SPACED 24.0' O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -62/ 302V -32/ 99H 5.50' 0.48 KDDF ( 625) I'- 9.2' -34/ 29V 0/ OH 5.50' 0.05 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -34/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND, 2: Design checked for net(-5 psfl uplift at 24 'on spacing.) I A REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0,0' Allowed = 0.100' 1-11-11 ANDB OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.147' MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.072' 12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' 12.00 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce.resisting system and components and cladding criteria. 1 Wind: 140 mph, h=20.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, d Truss designed for wind loads in the plane of the truss only. 0 N e),- 0 o o�`' ► 4► -, M-3x4 ), y ). 1-00 2-00 'PROVIDE FULL BEARING;Jts:2.4,3I �R,Ep PROFFs JOB NAME' 7-D POLYGON 7-D NH - SJ1 Scale: 0.6686 ��� GINfi s% !l5/ 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 end is for an Individual t 922!.0 P E Truss: SJ 1 end Warnings before construction commences, building component.Applicability of design parameters and proper / 2.204 compression web bracing must be Installed where shown 0. Incorporation of component is the responsibiiy of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.e.respectivelylunless braced throughout their length by +�. a�e� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai sC). �•--d Q. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7 to SEQ. : 606 0812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L -17 2�\�}A, design loads be applied to any component. and are for'dry condition'of use. - Q y 1 4, t1y, TRANS I D: 40 8182 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. MF 6.This design Is furnished subject to the imitations set forth7.Designlatesassumes es adequateadondrainage Is l truss, a C r�R y. 111111111111111111 g 1 byr 8.Plates shall beo located on both faces of and placed so their center .. 7PINViCA In SCSI,copies of which win be furnished upon request, lines coincide with joint center Anes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF /166TR SPACED 24.0' O.C. 2.3=(•109) 94 TC LATERAL SUPPORT <= 12'OC. MON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -31/ 322V -61/ 161H 5.50' 0.52 KDDF ( 625) 1'- 9.2' -17/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -85/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 o MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Desisn checked for nett-5 osfl uplift at 24 'oc spacing,) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'• 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = 0.003' @ 1'. 0.1' Allowed = 0.072' 12 MAX HORIZ. LL DEFL = -0.091' @ 3'• 10.9" 12.00;27 0 MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, er Truss designed for wind loads c v in the plane of the truss only. or- 1.;) r- o r� cV ► 4► M-3x4 1, 1 > J• 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.4,31 vo JOB NAME: 7-D POLYGON 7-D NH - SJ2 5"<c" .GPN�F�ssi Scale: 0.5749 � 1151T 3 WARNINGS: GENERAL NOTES,unless otherwise noted: /7' '•5` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual =9200 P E Truss: SJ 2 end Warnings before construction commences. building component.Applicability of design parameters and proper i' 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsiWfy of the building designer. / 3.Additional temporary bracing to Insure stabihy during construction 2.Design assumes the top end bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �.� DES• BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as �'�` plywood sheething(rC)and/or drywah(BC). ' ' DATE• 9/15/2014 the overall structure Is the responsibility of the building designer. 3.20c impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - OREGON. SEQ. : 6060813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 41 Nb A. design loads be applied to any component and are for"dry condition'of use. '�y Z� TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge If 14, P fabrication,handling,shipment and Installation of components. necessary.Design MFR R V�`' V 7. latesassumes adequateatedo drainage is provided.,and This design Is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces olruss, placed so their center IIIIII I III VIII I II VIII II II VIII I I(III 7PIANrCA In SCSI,copies of which will furnished upon request. git indicate with joint aIn nche. 9.Digits Indicate size of plate In Inches. MITokUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-lsae(Mlrek) EXPIRES:12/31/2015 1E1 1111 This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 NODE A1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-40(0) 0 BC: 2x4 KODF H18,BTR SPACED 24.0. O.C. 2.3=(•167) 136 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0.- 0.0' -24/ 308V -90/ 224H 5.50' 0.49 KDDF ( 625) 1'- 9.2' -90/ 171V 0/ OH 5.50' 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -128/ 165V 0/ OH 1.50' 0.26 NODE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net1•5 psfl uplift at 24 'oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.006' @ 1'- 0.1' Allowed = 0,054' MAX BC PANEL TL DEFL = •0,005' @ 1'• 0.1' Allowed = 0.072' 0 MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = •0.002' @ 5'- 10.9' NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12.00 7 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, v Truss designed for wind loads in the plane of the truss only. 4 0 to m cu� o C 4_� M-3x4 y > y y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,3( JOB NAME: 7-D POLYGON 7-D NH - SJ3 Scale: 0.4550 �`0 ��GP" F� � as<2o /l5/ WARNINGS: GENERAL NOTES,unless otherwise noted: �w �.f1 �r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual O P E Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construc0on 2.Design atm assumes the top and bottom chords to be laterally braced at _�®-DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'0.0.and at 10'rte.such as unless braced throughout their length by �s'r�„ „ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 CC DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until alter ag bracing and 4.Installation of truss is the responsibility of the respective contractor. b 4c/ SEQ. : 6060814 fasteners are complete and at no time should any loads greater than 5.Design assumes basses are to be used In a noncorrosive environment, G� "+7 0� design loads be applied to any component and are for*dry condition'of use. Q. }� 14 2 �'� TRANS I D: 408182 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lug bearing at all supports shown.Shim or wedge if (]� fabrication,handling,shipment and installation of components. necessary. 111$7:i L p V 6.This design Is furnished subject to the imitations set forth 7.Designlatesassumes adequate both drainage Is provided. "C rT RIO-. I(IIIII IIIII IIIII IIIII IIIII IIIII IIIII(III(III g 1 m by e.Plates shall be located on both faces of truss,and placed so their center TPINViCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9.Digits Indicate size of plate In Inches. MITekUSA,ImC./CompUTrusSoftware 7,6,6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 slITek) EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN 3'• 11.7' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(•109) 95 1.3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -27/ 128V -53/ 114H 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'. 9.2' -44/ 83V 0/ OH 5.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7' -89/ 111V 0/ OH 1.50' 0.18 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Desian checked for net(-5 osf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.072' 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -, MAX HORIZ. LL DEFL = -0.001' @ 3'. 10.9' 12.00 MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9' NOTE: Design assumes moisture content does PA not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCOL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads cr in the plane of the truss only. 4 0 4 0.F 0 0Mill o� 1► 3► M-3x4 J• y y 2-00 1-11-11 (PROVIDE FULL BEARING:Jts;1.3.2) RO JOB NAME : 7-D POLYGON 7-D NH - SJ4 Scale: 0.5816 ��� 0GPNE `s''S/ WARNINGS: GENERAL NOTES,unless otherwise noted: 441 ` "7 c� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual - s P E Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at 4111,007., DES. BY: MJ Is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po illy permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / �. DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SO C SEQ. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y OREGON 4., S E corrosive environment, G 4' design loads be applied to any component. and are for"dry condition"of use. '� ZQ� TRANS I D: 408182ts+,5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if D 14 p, fabrication,handling,shipment and Installation of components. Design assumesry. -"CSR R 11..\..C. . v 6.This design Is furnished subject to the Irritations set forth 7.Design adequate drainage is grosed. MEI I III 111 11111 II 1111111111 III 9 J by 6.Plates shall besize on both faces of truss,end placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate in Inches. MITeltUSA,lnc.lCompuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=(-167) 136 1-3=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0' 0.C. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -19/ 141V -82/ 177H 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' -130/ 194V 0/ OH 5.50' 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7' -130/ 166V 0/ OH 1.50' 0.27 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.006' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.006' @ 1'- 0.1' Allowed = 0.072' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCOL=4.2,BCDL=6.O, 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. v 4r 0 ra m o Lcio o 1=4 g=� M-3x4 y y /- 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:1.3.21 JOB NAME : 7-D POLYGON 7-D NH - SJ5 Scale: 0.4547 ��� ti�GP" Foos WARNINGS: GENERAL NOTES,unless otherwise noted: cc, . 1�5� Z-7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual =921 O P E { Truss: SJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shovm+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. B Y• MJ Is the responsibility of the erector.Additional 2'o.e.and at 10'o.c.respectively unless braced throughout their length by Ian �� po ty permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywal�C). re Q. DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6060816fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� V y �Nt A. TRANS I D: 408182 design loads be applied to any component. and are for'dry condition"of use. Q. 1 4 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lot bearing at all supports shown.Shim or wedge If P fabrication,handling,shipment end installation of components. necessary. We �. 7.Design assumes adequate drainage is provided. R RIO - 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (III I VIII VIII VIII VIII VIII VIII(III(IIITPIIWTDA in SCSI,copies of which will be furnished upon request. lines cdicawith jointcenterInes. 9.Digits Indicatep size of plateteIn in Inches. MiTek USA,Ina/CompuTrus Software 7.6,6(1 L)-E 10.For basic connector plate design values see ESR-1311•ESR-1e88(MiTek) EXPIRES:12/31/2015 111111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1SBTR LOAD DURATION INCREASE = 1.15 1-2=)-51) 28 1.4=(-35) 32 2.4=(-99) 81 BC: 2x4 KDDF 6166TR SPACED 24.0. O.C. 2-3=( -7) 3 WEBS: 2x4 DF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0' -24/ 205V -18/ 43H 5.50' 0.31 KDDF ( 625) 4'- 0.0' -18/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CNIB (or no prefix) = CompuTrus, Inc ICOND. 2: OesiOn checked for nett-5 psi) uplift at 24 'oc spacing,l M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002' @ 0'. 0.0' Allowed = 0.133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' @ 2'• 4.0' Allowed = 0.159' ( .( MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239' 12 MAX HORIZ. LL DEFL = -0.000' @ 3'. 8.2' 4.0017 MAX HORIZ. TL DEFL = -0.000' @ 3'• 8.2' NOTE: Design assumes moisture content does not to exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads IIE in the plane of the truss only. a7 I; � .�I 0 .- in i- �''of lIl.ala T w V c; L.�� 1 a "0 5► So--- 114 M-3x8 M-3x6 M-1.5x3 WEDGE REQUIRED AT HEEL(S) y 1- 3-00 y 1, 4-00 JOB NAME: 7-D POLYGON 7-D NH - El '<c.�, GINE ''(.9''(s Scale: 0.6305 ti? 7 /7 AA* /p 1t5/ WARNINGS: GENERAL NOTES,unless otherwise noted: 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 7,92$S P E Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 40111r, 3.Additional temporary bracing to Insure arability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additionalbracing 2'o.c.and at 1o'o.c.respectively unless braced throughout their length by ` po ty permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'tea" DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A_OREGON >>, SEQ. : 6060809 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L 4 design loads be applied to any component. and are for"dry condition'of use. / '�}> 2Q� ��, TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If M by a 1 f � fabrication,handling,shipment end installation of components. necessary. 'r7 R V 4,' 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII III I III I II II II I VIII(III(IIITPINJrCA In SCSI,copies of which MI be furnished upon request. lines coincide with jointaIn Ones. 9.Digits Indicate size offpplatate Inches. nches. MiTekUSA,InC./CortlpuTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(diTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ` TC: 2x4 KDDF O160TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-184) 137 BC: 2x4 KDDF ff1&BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX H0R2 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -75/ 383V -23/ 72H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 243V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4.00 v MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.463" MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" M-1.5x3 NOTE: Design assumes moisture content does not to exceed 198 at time of manufacture. _ Design conforms to main windforce-resisting II system and components and cladding criteria. " Wind: 140 mph, h-20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, rn Truss designed for wind loads G in the plane of the truss only. Cu N II I ,-,1O _ _ ,,,i 0 M-3x4 M-1.5x3 3, 1, 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7109 �cp PROP WARNINGS: GENERAL NOTES,unless otherwise noted: r,c {{{��� r1 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an Individual ���J` v�j IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1BBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-4=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 382V -23/ 74H 5.50" 0.61 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 vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" 5-04-04 0-05-12 MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" ' 1' 1' 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" 4.0017 MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. M-1.5x3 4 Design conforms to main windforce-resisting 3 -i system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, if (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads c in the plane of the truss only. 0 t N u1 -it _iiiiiiillii o 1 _............................ o ��5 M-3x4 M-1.5x3 J. b l 5-04-04 0-05-12 1 l /, 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z1 Scale: 0.5821 �Ep P R pFeSr WARNINGS: GENERAL NOTES,unless otherwise noted: r rini n 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �W\\ T��{{{'''''' V� Truss: Z1 and Warnings before construction commences, building component.Applicability of design parameters and proper '.1126/, J4 Q�J- 2.2x4 compression web bracing must be installed where shown+. Incorporation of component b the responsibility of the building designer. I -v 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ZL/ (] "ft DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'o.a respectively unless braced throughout their length by ^92 0 P E { continuous sheathing such as plywooding(TC)and/or drywail(BC). DATE: 1/26/2015 the overall structure h the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where ahovm++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6168257 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosle environment, ,5 design n loads be applied to an component and are for"dry condition"of use. TRANS I D: 41618 7 ° oa ae.Design assumes tali bearing at all supports shown.Shim or wedge -� �, 5.CompuTrua has no control over and assumes no responsibility for the U OREGON �(/` fabrication,handling,shipment and Installation of components. Decessary. provided. 6.This design Is famished subject to the limitations set forth by e.Plates shall n assumes locateduon°bo hi faces of truss, nd placed so their center '/:;b451), ��` 1111111111111111111111111 TPINVICA in SCSI,copies of which will be furnished upon request lines coincide with)Dint center tinea. 4, iyQ �} M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E in inches. 10.Forlbasiciconnecor plof ate design values see ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015