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Plans (79) At S T -o/c. liO/I) �im t 1 7,i F7 542 Jsren-1 ( e-�z MiTeke MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-265_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45125315 thru R45125324 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �,R PROFec, w0 �NGtN,t;�c� /G, 't' 89782PE ter' 9�L OREGO �, ��k PAUL ,N August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45125315 PL15-265 UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 14:27:32 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-SgKRVHzjyCjvWU_vNlwXpzzUcgKga2?hcKgRZfygBCV 1 1-0-0 1 p-5-61 1 1-2-0 1 FfhZ&H Scale=1:25.0 1.5x3 I I 1.5x3 II 1.5x3 11 1.5x3 II 1.5x3 11 1.5x3 II 1.5x3 I I 1.5x3 11 1 2 3 4 5 6,,,,, N / Nsi,7 8 9 10 11 12 13 14 15 Iii No& ' •Ali ' adillir r No. _ „...„,...\,___ ,, c e e 11 e a e :AIN L 2.& 23 22 21 20 19 18 17 .t.. 3x5= 3x5 = 1.5x3 II 3x5= 3x5-- 3x5 3x5= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 18:0-1-8 Edge].119:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid 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 Ina 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). LOA S) Standard 1))DeDad+A Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,�' N6 N ,-- HiQ Uniform Loads(plf) Vert:16-24=-8,1-15=-80 897$2PE "1"-___ Vert: Concentrated Loads(Ib) Vert:2=-674(F) / �/ �/ iMIN •" .t.. OREGON ot"Q EXPIRES: 12/31/2016 August 7,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. ir Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. 1/111 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 M�T�i 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/TP11 Quay Ctiteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Inlormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rNmc Hnighfc r'A 9s610 Job Truss Truss Type Qty Ply POLYGON R45125316 PL15-265_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 14:27:33 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-wougjd_LjWrm7eZ6wTRmMBVbaEe9JTSgq_P_55ygBCu 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 Scale:12"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 e V. • o _ _ t \ N \ v e 1 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 I Plate Offsets(Y.Y�,2'0-1-8 E4ge).13'0-1-8.Edge] LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Ina YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=1170/0,7-9=1316/0,7-10=0/704,5-11=-471/0,4-11=345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Rt9 PROF4- 2 ' " 89782PE t , i7OREGON� a� 17,9« �4RY 15 PAUL r's EXPIRES: 12/31/2016 August 7,2015 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �L erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i1RiTek° '-. - --- fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPIl QuaBty CrHeria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Infomraton available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. sole 109 CBort Heigktc CA 951110 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 M7ek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8lUAy?u02rpd4W2yP_3e9YdYygBCt 2-6-0 I P-5-1011 1-2-0 110.8"14 I Scale=1:22.8 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 • • e • • e _ e 1.11114111141.11.0040441444401 — /_ �\ N _ • e e 14 13 12 11 10 3 ' 3x4= 3x6=1.5x3 I I 1.5x3 I I 3x6 = 3x4= I 5-10-2 1 8-5-2 17-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X`¢ [4:0-1-8.Edge] [5.0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 Inc( 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=-1740/0,34=1740/0,4-5=1761/0,5-6=1739/0,6-7=1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=1256/0,2-13=0/622,4-13=268/180,7-9=1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. tint° PROF,. ���5a �NGI NEAR --/3' 17 4 89782PE c" ow .,y,,LOREGQN1o�Ii- 1,5, , '4 #iy j5 l�,Q 9 r-AUt 94'. EXPIRES: 12/31/2016 August 7,2015 t f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. NI 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 ��Prk` 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/TPl1 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 car„sueighrn CA WI Job Truss Truss Type Qty Ply POLYGON R45125318 PL15-265 UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8lUAy?u02red2b2xS_3e9YdyygBCt 1 2-6-0 1 1 1-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 • i ill HI ill iii 14..-111118,411W•• : - PIA _ 0 N e a _ 1 A.. 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 I I 3x6= 3x4= 1 7-0-14 17-7-14 18-2-14 I 4 144 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— 14:0-1-8.Edge] [5'0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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=2010/0,45=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=-017/104,7-9=-1398/0,7-10=0/760,5-100_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. ��4ED PRca OPk- 2 cc 89782PE "' NNW -V OREGON p, 9 �'AUL ,x-4 EXPIRES: 12/31/2016 August 7,2015 1 i re- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.02/1612015 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ` - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding INI I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quay Criteria,DS6-89 and BCSI Building Component 7777 Greenback Lane Safety Information available horn Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Otn,n Hoights CA Q5fi10 Job Truss Truss Type Qty Ply POLYGON R45125319 PL15-285_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Ju111 2014 MiTek Industries,Inc.Fri Aug 07 14:27:35 2015 Page 1 ID:DFIcz9p3tCrPAGZnVberKOtyJvgB-sPOa7J?bF75UNx1U2uTERcbOn1 PJnRM711u59yriBCs ab10 I I 1-2-0 1 1 0-8-14 I I 2-6-0 Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 N e e 1 10 9 8 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= I 2-3-10 12-10-10 13-5-10 1 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 12'O-1-8.Edge) 13.0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=989/0,4-5=989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ftp PROpt c' .q-, dam©*. 89782PE t✓ ..�I. . _ 9,� •REGON o e'4RY 1t 2 , • '°AUL C,' EXPIRES: 12/31/2016 August 7,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1R Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMI 1 R. fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058.89 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 rnmc Hnightc(:4 owls Job Truss Truss Type Qty Ply POLYGON R45125320 PL15-265_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL_5Hgcb?Tzp75ORe4WpBHXyefiQygBCr I 2-6-0 2-1-12 I I 1-2-0 I I 0-9-8 I 2-3-0 I I 1-9-0 I F 1-4-0 I 1-6-0 I Scale=1:27.8 1.5x3 II 3x5= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • o ts •/ \ e e e e o N e e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4= 12-10-12 I 4-10-12 15-5-12 16-0-12 I 11-8-12 12-3-121 I 15-11-12 4-10-12 0-7-0 0-7-0 5-0-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.Edge) 115:0-1-8 Edg.e].116.0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Ina 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. ;• �NGINE�9 fp 2 'x' 89782PE 9r ..1I "VA •AEGON �N 99-t PAUL Rte-P EXPIRES: 12/31/2016 August 7,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mi' 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 `- '*�'} erectur.`-Addifionai permanent bracing of the overall structure is the responsibility of the buildingR designer.For general guidance regarding -- 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DS8-89 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 rens Height,C.A.95S1 n Job Truss Truss Type Qty Ply POLYGON R45125321 PL15-265_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL 5Hgcb?Tzp7BaRIZWujHXyefiQygBCr I 1-9-14 I I 1-2-0 i 1 0-8-14 11 2-6-0 Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 • ., •• e v 0 N e 11 10 9 8 11110. 1.5x3 I I 1.5x3 II 3x6= 3x4= 3x4 = 1 2-0-14I 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.Edgej.[3:0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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 Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=796/0,5-7=817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ¶E PRQ �c� tiNG[NE6- tcci ` 9 89782PE yam' OW $7 OREGON P' Q' 4,9, '°AUL ,\-4 EXPIRES: 12/31/2016 August 7,2015 11 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 MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI 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 a A'T - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,9' 1 fabrication,quality control,storage.deivery,erection and bracing,consult ANSI/TPII Quatily 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 ritnrc Heights r.A 95ctn Job Truss Truss Type Qty Ply POLYGON R45125322 PL15-265_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgBon7KY 1mIMCcFst9JWiW1gL6r9oFOJQIcNCEsygBCq I 2-5-0 1 3x4= 2 1.5x3 II Scale=1:8.7 .1 1 0 N c 1 r _ 1 III i III EWA M', 4 n 3 1.5x3 I I 3x4=- I I 2-8.0 2-8-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 026 Vert(LL) 0.00 4 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 Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=112/0-4-4,3=112/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. 9,t0 PROpt kce,v... '�9spa 2 Q 8.782PE X:> 7� N OREGON 9� �'AULR�.lizly A5 �� EXPIRES: 12/31/2016 August 7,2015 i. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M167473 rev.02/16/2015 BEFORE USE. , Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. _ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M➢Te'C* '-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/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Sade 109 Ckerc Heights CA 95d10 Job Truss Truss Type Qty Ply POLYGON R45125323 PL15-285 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TYY2U3EPR3j01x3EDPHFK3JYZ_G71mJyriBCp I 2-6-0 1 7-1-12 i 1 1-2-0 1 1 0.9-8 1 2-3-0 I I 2-3-0 II 1-2-0 1 f)-6-171 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 11 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e a oo ,. e c / \ e / \ e / N e 4. e e 4? �QXf 1-'6" 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4 = 3x4= 12-10-12 I 4-10-12 15312 F-0-12 1 11-8-12 12-3-121 1 16-2-8 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]412:0-1-8.Edgej_j15'0-1-8.Edge].(16.0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) Udefl L/d 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 Ina YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2402/0,3-4=2402/0,4-5=-2402/0,5-6=2764/0,6-7=-2764/0,7-8=-1993/0,8-9=1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=314/0,4-15=0/278,8-12=636/0,2-17=1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=512/0, 9-11=1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (C413 P R° 61/0 ;FS 89782PE .r i 1,7" MINE to 9 OREGON a', ,4 PA U L0 EXPIRES: 12/31/2016 August 7,2015 4 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/162015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' _ erector.Additional permanent bracing of the'overall structure is the responsibility of the building designer.For general guidance regarding IYI [ R ' fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 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 ranec Heights CA 95nin Job Truss Truss Type Qty Ply POLYGON R45125324 PL15-265 UPPER F10 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDXVFVF_gWZ G7lmJygBCp 1 0-6-4 I I 2-4-12 I 1 3x4 = 2 3x6= 3 1.5x3 II Scale=1:8.7 :MIN ME= 11110 N 1 IME UIILMIIIIMi!i. 1.5x3 II MIll, 6 5 1110.--.4111111111411 4 3x6= 3x4= I 0-7-12 p-94l 3-5-0 I 0-7-12 1-8 2-7-12 LOADING(psi) SPACING- 1-7-3 CSI. DEFL, in (loc) Udefl Ltd 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/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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(ptf) PR Vert:4-0=-8,1-3=-80 ,� � Of Concentrated Loads(Ib) \Ci tS c.kGINEF f� Vert:1=180(F) �. 9 ' 89782PE r am -9, OREGON , . "Q` � k AA UL R�� ¢ EXPIRES: 12/31/2016 August 7,2015 8 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. ,sr Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTele - a erector.Additional permanent bracing of the overall structure the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing.consult ANSI/t911 QuaBy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. suite 109 Cnmc Heights CA 99110 Symbols Numbering System ,ill► General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. r��= Dimensions are in ft-in-sixteenths. 1111%k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For 0.1/16,, wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I tY bracing should be considered. OS 4 O 3. Never exceed the design loading shown and never 111111,11w U U stack materials on inadequately braced trusses. n 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O 7-8 C6-7 cs-6 h- designer,erection supervisor,property owner and plates 0 'na' 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. shall snot exces ed 19%attimlefabrication.lumber of sture content of PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. 1". Indicated by symbol shown and/or by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. 411.010 reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. 1.,::-.... Min size shown is for crushing only. 1111110 18.Use of green or treated lumber may pose unacceptable i environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. BCSI: Design Standard fornBracing. MiTek BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 28'-0" ' 4147 _I 22-0" 1 ( ALL KN R8lu lu&a GGE N. h 8:12 8:12 g▪o 4' G1 (4) 6` 1.7 • ail g3 4 4 sg sl '' an SJ2 -2:1! SJ2 SJ3 ai' SJ3 I NI ti C▪D C2 W i. 12.12 ' CS (5) LP 52 Ot al a') 144. 5 'as .... h — J1 HAI \ ,4 J2 4 4 12:12 w J3 J4 J7 (S J5 h ka I :J6 (2) ce fr J5 _ J5 Ki 12:1.; ill z1p= ---- a , J4 §wo= k0 4.„ J10 �4 12: 2 J3 '= ,g,5, fs- _ ��ww v m z o N W le w a a Owzo o = �OD ►�°'�i ,A u u off o00o V r W C w �•y.. SJ1 N ; iiir-4"'"4 �i I Z Z W w z d Q LI, 'm¢z i 'mil g 4:1! 54 �, zQY o 1 •- O o 2 z oo?� b /hl yam -U- 5 RIGIff � of Z o `i��oo�a Q ® CONFORMS TO DESIGN CONCEPT y ENTRY 2 $Z Z z 8 o L.i s ❑ CONFORMS TO DESIGN CONCEPT WITH - - Q O O Q z w a m REVISIONS AS SHOWN 1'ir resv ,j� /� y fy! /rte W W V1 V Es z Es❑ NON-CONFORMING-REVISE AND RESUBMff 111"1•� 'Z4 O 5 1/2 Z Z 5 Z a woui'o — IO O w O o o c�>WITN iTHIS�NE GF I N CONCEPT CXLOP CRAWItie HAS BEEN YEAIPACOESOR NCGAfL[f'ffENERAL CiM1[AN'D.tAE 0 .. Z " z FLBIIICADOPi' OF 9ESR NS:E LITV FOR CCIFORLLWCE WITB THE IwY-mow{ rF.�� 0 0 0 ti-,Q O d m GEGiGII DRAWINGS SW SPECIFICATIONS ALL SPlIONERIF HAVE LL PAIGAITY 1Y�Y II OYES TNIS SNOP LAPWING. CONTRACTOR SHALL VERIFY ALL OIIFNGIOXS, By: GLASI€/G R.Peterea Oat.:February 11.201T '� 1 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 08/10/15 TNLY.REFER TO R CEMENT SS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS STRUCTURAL ERL 7-D NH GABLE AT GARAGE ENTRY RIGHT DESIONSIBLEFORALL FR CORD CI min Umber PLAN: BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS ' ��R DRAWN TO TRUSS CONNECTIONS.BUILDING 7-D / D GABLE GAR GEED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL TRUSS \' COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 26'-0' 2T-0' I 41y 1 MLFINSIER8U 4UA . GGE 6:12 6:12 so t, G1 (4) • SJ II sJ1 L ; AEI r ■\ ., AUII � { 8J3 0 C2 m PI CS (5) 12.12 'B \ 1;.,,12 -r iirEll /p s J1 W 12:1: J2 J3 J7 (5) J4 J5 cli ,15 J5 Pr 4 lk , 12:12 J h zw I ---- —Air J;H�foil��� J10 �^ ow33 � V co U O N W N z ¢ Y Ar w u-,J I � Ir, �� A�_ J6 1. CL C °No" 2 J—. 1;11.0, 6;z1411441:14'0 ��F� .,,!I/;,5, i Z Z vWi o�oo cle 0 h. w v. n tili BZ I - c c 0 Z z0C' 74, cm F- m B5¢ Y �/}�/ O O~ o LL Z EN1RY� 41) I-- HZ 0 s� Oo (6 Q ® CONFORMS TO DESIGN CONCEPT /7/ 2 2 to w m o 0'c¢i m N pG Z zooLLN- CONFORMS TO DESIGN CONCEPT WITH a �y 21-WL. - Q �y 2 C O9-0,_s Q ❑ REVISIONS AS SHOWN W-5 1/T IL-WL. 11'41/L 124 CANTO* O O U Ez m ❑ NON-CONFORMING-REVISE AND RESUBMIT Z Z> Z N o¢�'o 0 0 w 0 0 - THIS SHOP DRAWING HAS BEES RE'TIEWED FOR GENERAL COONFOAyANCE WITH THE DESIGN CONCEPT CHIT AND DOES NOT RELIEVE THE V V 2 U z FIBAICATCAI4£XCOA OF AEBPONSIBI:ITY RCP.CCNFCALL4VLE WISH TEE lets If! E p DESIGN CHA'R'MS AND SPELIFICATICNS ALL OF'AHICH HAVE PRIORITY • 9 /(. • ❑ ❑ 3 LL Q m PF-A THIS SHOP DRAWING. CONTRACTOR SHALL GERIF'/ALL DI!ENS:ONS. By, unneela R.Petersen Date:February 11,2316 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 08/10/15 PLACEMENT NLY.REFER TO TRUSS CALCOULATIONS AND ENGINEERED is PROJECT TITLE: REVISION-1: DRAWINGS ORALLLFURTHER 7-D NH GABLE AT GARAGE ENTRY RIGHT DESIONSIBLEFORALL NON-TRUSS 2PI umber RESPONSIBLE FOR ALL NON-TRUSS :FAMti PLAN: �L�D�RA�WNGBY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING " 7-D / D GABLE GARAGED BY: DESIGNER ENGINEER OF RECORD TO & TRUSSC COMPANY REVIEW AND APPROVE O DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.115"-1A All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ler MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-D NH GABLE AT GARAGE ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1345903 thru K1345942 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. -� P R QFF�s c 89782PE 9c' OREGON e 1, 6'4 F?Y 15 Q i S: 3?/9016 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(-730) 1837 3- 8=( -170) 250 2x6 KDDF #1&BTR T2 2- 3=(-2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF #103TR LOADING 3- 4=(-2678) 900 9-10=(-642) 1513 8- 5=( -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1856) 693 5- 9-( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1911) 736 9- 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 24'- 8.5" V 6- 7=( -126) 150 6-10-(-2571) 1014 TC LATERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V 10- 7=( -394) 273 BC LATERAL SUPPORT <- 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"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 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. k1OND. 2: Design checked for net(-5 p5f) uplift at 24 "oc soacing. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.059" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL = -0.118" @ 13'- 3.8" Allowed = 1.586" MAX BORIZ. LL DEFL = -0.023" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.035" @ 24'- 5.0" 7-11-11 16-08-13 Design conforms to main windforce-resisting T 1' '1' system and components and cladding criteria. 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 '( 1 4597.30# . T j' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 load duration factor-l.6, 12.00 17 E=M-6x6 -M-6x6 M-3x6 Truss designed for wind loads 4 5 6 7 in the plane of the truss only. # W T2 MR X AIW Me X M-1.5x3 IIIP3 0 0 0 m I 7 T ,NIr1 -, to M-3x6 M-3x8 0.25" 9 M-4x6 to M-7x8(5) �y., � R y 7-07-08 y 8-05-10 y 8-07-06 y ,`(5'` PROpe.' �s 1-00 24-08-08 y cu �i� E !Q* 89782PE Q1-'` JOB NAME : 7-D POLYGON 7-D NH - Al . ,,` 11► Scale: 0.2535 �` NW WARNINGS: GENERAL NOTES, unless otherwae noted .��y ,A 1.Balder and erection contractor should beadvised ofall General Notes 1.This design Is based only upon the parameters shown and s for an individual I OREGON e Truss: Al and Warnings before construction commences building componentApplicability of design parameters and proper / C 2 244 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building o tlewgner. -7,9 f/ Lj�A rye (/ 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally Pieced at /� ml s the responsibility of the erector.Additional permanent bracing of 7 a c and al l Cr o e respectively unless braced throughout their length by 00 ,- DATE: 8/10/2015 the overall structures the responsibility f the budding des S!moods sheathing such l bracing plywood aired where sho) wn e drywall(BC) ��] spons yo g ever. 3 241mpaG bridging orlaleralrequired where shown++ P9 SEQ.: El3 4 5 9 0 3 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 compete and at no lime should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads beapplied toany componen and are for dry condition'oruse. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,shin or wedge S EXPIRES: 12/31/2016 necessary fabrication,handling,shipment and Installation of components. T.Design latessseumeladequate drainage lo truss, W August 10,2015 8.This design is Nmished subject to Na limitations set forth by 8.Plates shall be located on both laces of truss,antl placed so their center TPIANTCA In SCSI,copies of which win be furnished upon requestlines coincide with jolnt center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(-565) 881 2- 8=( -205) 200 2x6 KDDF #1&13TR T2 SPACED 29.0" O.C. BC: 2x6 KDDF #1&BTR 2- 3=(-1086) 909 8- 9=(-923) 891 8- 3=) -105) 453 3- 9=( 0) 0 9-10=(-300) 639 8- 5=( -289) 90 WEBS: 2x9 KDDF STAND; LOADING 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 3- 5=( -736) 331 5- 9=( -228) 238 5- 6=) -789) 329 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 = 92.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 10- 7=( -157) 90 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 29"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -189/ 1045V -165/ 291H 5.50" 1.67 RIDE ( 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. L: ** For hanger specs. - See approved plans I OND. 2• Design checked for net(-5 psf1 uplift at 24 "oc sparing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = -0.026" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL = -0.099" @ 13'- 3.8" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.011" @ 29'- 5.0" MAX HORIZ. TL DEFL = 0.016" @ 24'- 5.0" 9-11-11 14-08-13 f Design conforms to main windforce-resisting 3-11-08 3-09-12 2-02-07 3-04-02 5-06-09 5-10-01 system and components and cladding criteria. T T T T T 12 Wind: 140 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12.0017 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, M-4x6 Truss designed for wind loads M-3x4 in the plane of the truss only. M-3x4 M-1.5x3 JAmmommommimmiimommmummommpimmilmmmilmomp , o M-1.5x3 0 , 0 1 0 1 co M I 8 9 M-3x4 M-3x8 0.25" *+10 M-3x4 f7 p y M-7x8(S) V 1.11 op` . ..i• 7-07-08 y 8-05-10 y 8-07-06 y ~� � GIN1 ./0 24-08-08 y �- 8,•�8'2 p!�qt I E JOB NAME : 7-D POLYGON 7-D NH - A2 / '" �__ Scale: 0.2363 - (� WARNINGS: GENERAL NOTES, unless otherwise noted' "raj OREGON �)s`. Truss: A2 1.Binder and erection contractor should be advised of all General Notes This designs based only upon the parameters shown ands for an Individual Il and Wamngs before construction commences building component.Applicability of design parameters and proper S'QL,l'4A' 1 a Q+... 2 7x4 compression web bracing must be installed where shown-i. incorporation of components the responsibility of the building designer. ♦ `'lT a7 1 3 Additional temporary bracing to insure stability during consiruc5on 2 Design assumes the lop and bottom chorda to be laterally braced at ^ e Is the responsibility ante erector.Additional permanent bracing of • 7oc and a110'oc respectively unless braced throughout their length by ;N 111 ' �'`. DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). �'1 k1 4.Ne load should be applied to an 4.:r Impact bridging is thehterel prating required the respe shown++ SEQ. : K 13 4 5 9 0 4y component until after all bracing and 4.Installation of truss Is responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied o any component. and are for dlytUbon•ofuseEXPIRES: 12/31/2016 5.CompuTms has no control over and assumes no responsibility far the 6 Design assumes full bearing at all supporta shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry' August 1 0,2015 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. BI Plll ates faces located on both of turas,and placed m their centerTPIMyfCA in BCSI,copies of which will be furnished upon request. es coincide with joint center lines. MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1 L)-E S.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1229) 488 1- 7=(-289) 938 7- 2-( 0) 277 5-10=(0) 279 SPACED 24.0" O.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- 8-(-476) 339 BC: 2x4 KDDF STANDR 3- 9=( -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -874) 609 9-10=(-216) 789 8- 4=(-189) 177 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1229) 489 10- 6-(-215) 791 9- 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 BOG REQUIRED BRG AREA NOTE: 2x9 SPACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -162/ 1038V -302/ 302H 5.50" 1.66 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- B.5" -162/ 1036V 0/ OH 5.50" 1.66 KDDF LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. / 11-11-11 0-09-02A / / 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 "t MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed = 1.190" 6-02-08 5-09-03 0-10-09 5-07-12 6-02-08 MAX TL CREEP DEFL = -0.055" @ 13'- 1.8" Allowed = 1.586" ,r ,1 '1 '( 1 MAX HORIZ. LL DEFL - 0.017" @ 24'- 3.0" 12 12 MAX HORIZ. TL DEFL - 0.026" @ 24'- 3.0" M-4x6 M-5x6 12.00 12.00 Design conforms to main windforce-resisting 73 system and components and cladding criteria. 400=4 Wind: 140 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x9 z fr a\ n M o O I is 6� ... - u1 1 ' 8 9` 10 * 6 O 1**M-3x4 M-1./5x3 0.25" M-1.5x3 M-3x4 to M-5x8(S) M-3x4 b b J' ,. 1 yO P R©pi- ..3` 6-00-12 5-07-12 1-05-04 5-06 6-00-12 y i I tG.IN • _,/ y 24-08-08 �C/ `,+` p pc '}? :9 f'78'2 E r. JOB NAME : 7-D POLYGON 7-D NH - A3 -AI' s Scale: 0.2326 .r®/ / `a111.11 WARNINGS: GENERAL NOTES, unless otherwise noted: .' y/-/'±0©N �"`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 /tom 0riE F - Truss: A3 and Warnings before construction commences building component.Applicability of design parameters and proper 4/? 2.2K4 compression web bracing must be Installed where shown a. incorporation of component is the responslblty of the building designer. „a�, ,a \♦. 3 Additonal temporary brac ng to insure stabs ty dur ng constructon 2.Design assumes the lop and bottom css bratds be laterally braced at 7 a� 1T` _\ j is the responsibility f the erector.Additional t bracln t T o.c and at 10'o c respectively unless braced throughout their length by ponsi y opermanent g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) AA U 1_ R�. DATE: 8/10/2015 the overall structure A the responsibility of the building designer. 3.at Impact bridging or lateral bracing required where shown a a 4.No load should be applied to any component until after all bracing and 4.Installation of truss Mlle responsibility of the respective contractor. SEQ.: K 13 9 rJ 9 0 5 BBoners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied Nary sueponent and are assumor Mry es baringon'of ate 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 rya fabrication,handling.shipment and Installation of components. 7.Design assumes adequate onborainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate In inches. MiTek USA,IBC./CompuTnls Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1113TR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 414 1- 9=(-347) 821 2- 9=(-273) 253 7-14=(-1323) 435 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=( -981) 465 9-10=( -5) 16 9- 3=( -68) 342 14- 8=( -114) 68 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10-12=) 0) 0 9-11=(-179) 642 LOADING 3- 6=( -633) 404 11-13=(-350) 957 3-11=(-101) 112 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=(-346) 963 6-11=) -13) 316 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1029) 415 10-11=( 0) 52 TOTAL LOAD= 42.0 PSF 7- 8=( -48) 56 11- 7=(-3B0) 185 7-13=( 0) 257 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -228/ 1045V -234/ 282H 5.50" 1.67 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 8.5" -220/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) 0-09-02�02 OND. 2: Desitin checked for net)-5 osfl u lift at 24 "tic s fig. 11-11-11 0-09-'02 8-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 f f f 1 4' MAX LL DEFL = 0.038" @ 14'- 8.5" Allowed = 1.190" 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed = 1.586" MAX HORIZ. LL DEFL = -0.016" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" 10-00 T 1' Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 12.00 7 M-5x6 N12.00 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads A in the plane of the truss only. M-1.5x3 • M-5x10 M-1.5x3 8 [... 171\11 N I M 3 19 0 1** 9 10 12 0 M-1.5x3 II M-3x4 M-3x8 M-1.5x3 oI M-3x4 o M-5x8 1 )' i s l 1 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 l b l J' 15-01-12 y y 9-06-12 b F . 16- 01-08 0-11-12 8-07 C6 . G,1NE ys-v - y y 24-08-08 44.' •9782PE =' JOB NAME : 7-D POLYGON 7-D NH - A3V Scale: 0.1910 Ir. WARNINGS: GENERAL NOTES, unless otherwise noted: 'OREG7. ON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onN upon the parameters shown and is for anindividual -h---- Truss: A3V end Wain ngs before consnucton commences building component Applicability of design parameters and proper " �/ 24 4�,. 2 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the bolding tlesigner. n 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al K//•-•ry 1 s the respons b Iffy of the erector.Additional permanent bracing of 7 o c and at 1 d o.c.respects plywood i unless braced)TC)en throughout their length by ,"1 _ �( DATE:. 8/10/2015 the overall structures the responsibility of the building designer. continuous sheathing sten l bac cog re uiredwhere a own a tlrywall(BC) # (�` 3.2x Impact budging or lateral bracing required shown t • A S SEQ. : K 13 4 5 9 0 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbiley of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, tlestgn loatls be applied to any companem and are for"dry condition of use TRANS ID: LINK s tom Tushasl g shipment 8 Design assumes full bearing at all supports shown Shim or wedge if EXPIRES: 1 /31/2016 pu responsibility for the necessary + fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s@e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1a For basic connector plate design values see ESR-1311,ESR-1988(MtTek) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x4 KDDF #1&BTR 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 4= 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 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9=( 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -151/ 1045V -233/ 281H 5.50" 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -144/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spaci{ig. 9-11-11 4-09-02 6-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.031" @ 14'- 8.5" Allowed - 1.190" 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed = 1.586" f 4' '1' "I 4' 1' MAX HORIZ. LL DEFL = 0.015" @ 24'- 5.0" 12 12 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" M-5x6 M-4x6 12.00 P 3 N 12.00 Design conforms to main windforce-resisting �, system and components and cladding criteria. # �� Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 2 M-5x10 M-1.5x3 6 AlgiMMMMEMMEMETI -/ Mr ti I co cz I co cf `.�. A• I 11 *12 N ,L �. r I** 7 8 10 M-1.5x3 M-3x9 cc M-3x4 M-3x8 M-1.5x3 0 M-5x8 y J• l l )' l 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 1, 1, 1 J, 15-01-12 y y 9-06-12 y pD _P R Q 16-01-08 0-11-12 8-07 <c� . yes, ), y `� �GIIVFE9 /0� 24-08-08 89782PE JOB NAME : 7-D POLYGON 7-D NH - A4 ,14 ..„...]; ',/,,x-( • Scale: 0.2398 WARNINGS: GENERAL NOTES, unless otherwise noted: _ OREGON N.7 Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown ands for an individual '7 ©RE ON P Truss: A4 and Wamngs before construction commences building component.Applicability of design parameters and proper ///- (yQ8 T. 2 284 compression web bracing must be installed where shown if. Incorporator of component is the responsibility of the building designer. ia7 �h �G V 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at I `� ai Is the responsibility of the erector.Additional permanent bracing of 7 o c.and at 1 G o c.respectively unless braced throughout their length by �` DATE: 8/10/2015 the overall structure tel the responsibility f Me buildingdes continuous sheathing such as plywood aired mg(TC)and/or drywell(BC) A/�1 'L Spon y o finer. 3.Zr(Impact bridging or lateral bracing required where shown++ �'l V SEQ. : K1345907 4 No load should be applied to any component until after all bracing and 4.4.Install^tionuof mtshus is ththe responsibility ulsedf the resspectivve'contractor. fasteners are complete and at no time should any loads greater than and are for dry condition"s are of use TRANS I D: LINK design loads be applied to any component. 8 Design assumes fug bearing at ell supports shown.Shim or wedge If 5.CompuTrushasnocontroleverandassumesnoresponsiblityforthe ..m,. EXPIRES: 1.2/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 8.This design is furnished subject to the limitations set forth by 8.['Wes shall be located on both feces of truss,and placed so their center TPINVTCA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Int./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 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=( -742) 2862 10- 3=( -670) 2594 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4114) 1126 10-11=(-1324) 5000 10- 4=(-3296) 936 BC: 2x12 KDDF #1&BTR 3- 4=(-2862) 818 11-12=(-1768) 6792 4-11=( -510) 2268 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5240) 1480 12-13=(-1768) 6792 11- 5=(-2312) 608 LL = 25 PSF Ground Snow (Pg) 5- 6=(-6112) 1682 13-14=(-1512) 5880 12- 5=( -484) 2284 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 3'- 5.0" V 6- 7=(-3874) 1054 14- 8=( -948) 3874 5-13=(-1238) 304 BC LATERAL SUPPORT 72"0C. CON. TC UNIF LL( 67.7)+DL( 19.0)= 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5544) 1460 13- 6=( -486) 2168 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 13'- 1.5" TO 16'- 6.5" V 8- 9=( 0) 80 6-14=(-3096) 888 BC UNIF LL( 0.0)+IL( 27.1)= 27.1 PLF 0'- 0.0" TO 16'- 6.5" V 14- 7=( -900) 3576 NOTE: 2x4 BRACING AT 24"00 UON. FOR BC UNIF LL( 283.9)+DL( 193.0)- 476.9 PLF 9'- 0.0" TO 16'- 0.0" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 68.8)+IL( 19.3)= 88.1 LBS @ 3'- 5.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 68.8)+IL( 19.3)= 88.1 LBS @ 13'- 1.5" 0'- 0.0" -889/ 3254V -92/ 92H 5.50" 5.21 KDDF ( 625) OVERHANGS: 12.0" 12.0" AUDI: BC CONC LL+DL= 2757.0 LBS @ 8'- 0.0" 16'- 6.5" -1291/ 4972V 0/ OH 5.50" 7.96 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"0.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: 9" o in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" o n 2 row(s) throughout 2x6 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" orn 3 row(s) throughout 2012 bottom chords, MAX LL DEFL = 0.043" @ 8'- 3.2" Allowed = 0.781" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.115" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = -0.001" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 17'- 6.5" Allowed = 0.133" +++ HANGER TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.008" @ 16'- 1.0" MAX HORIZ. TL DEFL = 0.016" @ 16'- 1.0" Design conforms to main windforce-resisting 3-04-11 9-09-02 3-04-11 system and components and cladding criteria. 1' '1' '( j' Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-04-11 2-01-07 2-09-02 2-09-02 2-01-07 3-04-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor=1.6, +88.10# T +88.10# ' Truss designed for wind loads 12 12 in the plane of the truss only. M-4x8+ M-4x8 12.00 M-3x5 M-3x8 M-3x5 12.00 M-5x16 /-1 - _ _ _ + M-5x16 M - O # .•I` t M 7,,, ___ Y OI 10 11 12 13 14 o M-12x14+ M-12x20+ M-12x14+ M-12x20+ M-12x14+ o J. y J. +++ ♦2y757# y y y �� �d PFS©ICFs 3-02-04 2-07-06 2-05-10 2-05-10 2-07-06 3-02-04 yl-00 y 16-06 08 i. J.y C NCaIfV��c /� 89782PE •te JOB NAME : 7-D POLYGON 7-D NH - B1 n 0 air Scale: 0.3432 --'/.g' , - WARNINGS: GENERAL NOTES, unless otherwise noted: I_ OREG•ON -. 1 Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and Is for an individual 71, ---.- a ,�( � (3t`.. Truss: Si and Warnings before canstructon commences building componentApplicability of design parameters and proper 'AV 1 2 2s4 compression web bracing must be installed where shown 0, incorporation of component Is the responslb lily of the building designer. �,, i---.. _`'�•�" 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /1A U L �_"I'1 • s the responsibility of the erector.Additional permanent bracing of z o.c and al 10 o c respectively unless braced throughout their length by 1" DATE: 8/10/2015 the overall structure is thereresponsibility of the building des continuous sheathing later:bacing rh as equired here s own+drywall(BC) sponw y g goer. 3.9t Impact bridging or lateral bhang regwretl where shown++ • SEQ. : K 13 4 5 9 0 8 4.No load should be applied to any component until after all bracing and 4.installation of truss la the responsibility of the respective contractor fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment • TRANS ID: LINK design loads beappledtoanycomponent. and are for drymMPocn'afuse. EXPIRES: 12/3112016 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 8.Dee�gan�assumesfullbeadngatallsupportsshown.Shlmorwedge f August 10,2015 • ry fabrication,handling,shipment and installation of components. 7.Plates assumes sed oneeth Goers rused. 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on food faces of truss.and placed so their center TPIANrCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate s¢e of plate in inches. MITek USA,Inc./COmpuTtws Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-198s(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 78 2-5=(-82) 123 3-5=(-268) 113 BC: 2x4 KDDF #1&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)t-DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. LION. 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" 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) 3'- 5.0" -52/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = -0.016" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.021" @ 0'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed = 0.048" MAX TC PANEL TL DEFL = 0.012" @ 1'- 8.6" Allowed = 0.072" 12.007 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 li 3 Design conforms to main windforce-resisting d, system and components and cladding criteria. `I I Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. cm ,_ 2 il 111. 111111111 o C Io 5►� �. M-3x4 M-1 5x3 J. b l 2-05 i )' 1 1-00 3-05 (PROVIDE FULL BEARING;Jts:5,4,6 I - ('S PROP 4NCj1NE�c� /ate `z' 89782P Vit" JOB NAME : 7-D POLYGON 7-D NH - BJ1 .././ • Scale: 0.6225 / .. ....1 WARNINGS: GENERAL NOTES, unImmothenvisemMicti / - OREGON 7contractor Builder and erection should be advised of alt General Notes 1.This designs based only upon the parameters shown and is for an individual �. Truss: BJ1 and Warnings before construchoncommencee building component.Applicabdyofdesign parameters and proper Fli( Q 'Q incorporation 2.2x4 compression web brat ng must be Installed where shown+ of component Is the responsibility or the building designer. .Q7 LI A 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at I 4 1 s the resporlstdl iy of the erector.Additional permanent bracing of 2'o c and at 10'o c respectively unless braced throughout their length9thby DATE: 8/10/2015 the overall structure Is the responsibility f Me building des continuous ehggl or such as acing re sheathng(TC)and/or drywall(BC) �� spore y o g goer. 3.9c Impact bridging or lateral bracing required where shown++ S E K1345909 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 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design bads be applied to any component. and are for dry conditionof use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.DceeslLe9cenassumesrullbearngetallsupportsshown.ShimorwetlgeIf EXPIRES: 1.2/31.1201.6 7 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 B. p 6.This deNgn is furnished subject to the limitations set forth by B.Plates shall be Muted on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. tines coincide with Joint center lines. 9.Digits Indicate she of plate in Inches. MiTek USA,InoiCompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-13f I,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 24-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2933) 926 1- 8=(-683) 1898 2- 8=(-167) 242 10- 5=( 0) 516 2x6 KDDF#1&BTR T2 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-1918) 729 9-11=( -24) 63 8- 4=(-687) 402 6-12=( 0) 404 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-2269) 926 10-12=(-817) 2264 9- 4=(-160) 229 12- 7=( -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1385) 581 12-13=) -56) 99 9-10=(-791) 2222 7-13=(-2679) 915 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 20'- 4.5" V 6- 7=(-1999) 733 4-10=( -85) 19 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 20'- 4.5" TO 24'- 8.5" V 11-10=( 0) 126 BC LATERAL SUPPORT <= 12"01. UON. BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 24'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 4.5" 0'- 0.0" -632/ 2442V -176/ 229H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'- 8.5" -870/ 2757V 0/ OH 5.50" 4.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. no For hanger specs. - See approved plans •`a a " ' •-' • + - • • 9 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 = -0.062" @ 11'- 11.4" Allowed = 1.190" MAX TL CREEP DEFL = -0.125" @ 11'- 11.4" Allowed = 1.586" MAX HORIZ. LL DEFL = 0.026" @ 24'- 5.8" MAX HORIZ. TL DEFL = 0.042" @ 24'- 5.8" 7-11-11 12-05-02 4-03-11 f f ' - -- Design conforms to main windforce-resisting 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 4-01-04 system and components and cladding criteria. T '( 4597.308 1' T +'i97.30# ' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 12.00 7 M-3x8 M-3x4 N 12.00 load duration factor=l.6, 3 Truss designed for wind loads 6 in the plane of the truss only. ).5X34IIbM4x6 • 1 , ..,. ... .. .. ..„ _ _,, `o cama .10 rl 12 v 13 N o M-3x10 M-3x4 0 1 n e 8 9 11 I o M-3x6 M-3x8 M-7x8 M-7x8 0 M-1.5x3 b b b l l b 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 y y y �.��D P R tpFs 16-01-08 8-07 J'' b -ear 5 t,4 - E€�4 /pA� 24-08-08 ,S' �7p!�pc "� JOB NAME : 7-D POLYGON 7-D NH - A5 _air ./ Scale: 0.2519 l®'/ NMI WARNINGS: GENERAL NOTES, unless otherwise noted: �`/ ©�� ©� i Builder and erection contractor should be advised of all General Notes 1 The design s based only upon the parameters shown and Is for an Individual '�i h Truss: A5 and Wamngs before construction commences building component.Applicability of design parameters and proper /` 22z4 compression web bracing must be installed where shown• -c4(, -. 7r-- incorporation of component is the responsibility of the building designer. __•..1 (f�j ]t 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 7.�'j�-`q � [��-.moi- h the responsibility of the erector Additional permanent bracng of Z a c act a110'o c respect vely unless braced throughout their length by F �(' DATE: 8/10/2015 the overall structure is the responsibilityf the bu ldin des • continuous sheathingor such as plywood aired here s and/or tlrywall(BC) �� o g goer. 3.2z Impact bndg ng or lateral bracing required where shown SEQ. : K134 5 910 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component and are for dry conditionof 5.CompuTrus has no control over and assumes no responsibility for the 6. c n�ssumeslullbearingatallsupportsshown.ShimorwedgeIt EXPIRES: 1.2/31/2016 fabrication,handling,shipment ry y .f smeecaotl ellmitaionofcomprheyts. 7.PltiShallbesadedoneothfagelo truss, August IO,2015 e.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINVICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,InnJCornpuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X4-2 DF #I413TR TOP CHORD LL + DL = 32.0 PSF 11-02-04 4-00 f TT T M-3x6(5) PROVIDE SUPPORT 12 8.4917 M-5x8 110fri M-3x6 M-3x6 M-3x6 M-3x8 rn o I WM "or- '\.(<•' � &O PROP SS (.,mac' t'NG1N .Lc'� /© b l y 8'782 P E 1-07-02 11-03-12 7-00-02 y Y / i / JOB NAME : 7—D POLYGON 7—D NH — AR 19-11 — Scale: 0.3519 / 'yCQ OREGON �C{y WARNINGS: GENERAL NOTES, unless otherwise noted: + E n(3. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .A ��' [/ Truss: AR and Warnings before constructan commences building component Applicability otdesgn parameters and proper F 1 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. / . `� 3 Additional temporary bracing tonsure stability during constructor 2 Design assumes the top and bottom chords to be laterally braced at A s the responsibility of the erector.Adde oral permanent bracing of 2 o c and at 10 o c respectively unless braced throughout their length by /��,� DATE: 8/10/2015 the overall structure is the responsibility of building designer. 9f Impact sshgingl orng stehesacwmtluire where sown+drywall(BC). sports aYo g 3.2x impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 911 4.No load should be applied to any component until after all bracing and 4.Installation of Truss Is the responsibility of the respective contractor fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, and are for"dry condition"of use. EXPIRE: 12/3T/2016 " TRANS ID LINK design loads be applied to any component.5.CampuTrushas nocontrol over and assumes noresponsibilily for the 8.Deecesatyumesfullbeanngalalisupportsshown.Shimorwetlgeif August 10,2015 fabrication,handling,shipment and installation of components. ry. 7.Plates assumes adequate toface is rusisetl. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed m their molar IP Ming in 8161,copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits indicate Fee of plate in inches. MiTek USA,Inc./CompuTrus Software 6,2.3(1 L)-Z 10.For basic connector plate deign values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-154) 86 3-4=( -44) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 309V -58/ 170H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 5.0" -130/ 141V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _ REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. rTOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, IL-L/180 AND BOTTOM CHORD LI9 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" MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.074" 12 MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.4" Allowed = 0.283" 12.00 P7 3 MAX TO PANEL TL DEFL = 0.026" @ 2'- 1.4" Allowed = 0.425" MAX HORIZ. LL DEFL = -0.001" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.001" @ 3'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), B. load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. M ,F O I N O O 5 M-3x9 1 1-00 3-05 0-06-11 [PROVIDE FULL BEARING;Jts:2,5,3 [ ����a 1.NEPita fiFs� NG �c •�, >4, 89782.PE • JOB NAME : 7-D POLYGON 7-D NH - BJ2 .�► Scale: 0.6043 WARNINGS: GENERAL NOTES, unlessothenvlsenotetl CI pREG.ON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran individual ,,,- Truss: BJ2 and warnings before construction commences building component Applicability of design parameters and proper ,ei 2 2a4 compression web bracing must be installed where shown 4. incorporation of component is the reaponsibllity of the building designer. A \, 3 Atltl bona[temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at / G� T ' . �i� is the responsibility of the erector.Additional permanent bracing of 7oc and ally oc.respectively unless braced throughout their length by • DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such l bracing plywood sheathing(TC)heres ownand/s tlrywall(BC). [�` 3.ZS Impact bridging or laterelrequired where shown++ f SEQ.: K134 5 912 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied toany component and are for dry condition"Ouse. 5 CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing St all supports shown Shim or wedge If EXPIRES: 12/31/2016 neceshinssary fabrication,handling,shipment stallationofcomponents. 7.Design assumes adequate donbodrainage istours,provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMy1CA in BCS[,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size or plate in inches. MiTek USA,Inc./CompuTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 80 2-5-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-301) 249 3-9=( -76) 51 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 BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 302V -90/ 224H 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 9.3" -187/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -54/ 74V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaciig. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.425" (7 MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12 Design conforms to mainindforce-resisting system and componentsandcladding criteria. 12.00 17 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 6 o o /- �" 11.0r� o �� 5�� -/ 0 M-3x4 y 1-00 y 3-05 y 2-06-11 1 SG-,D PRO�4-s.. PROVIDE FULL BEARING;Jts:2,5,3,4 I c. ' `'�'1_N € Vj(0 �., :-9 82 1 t_. JOB NAME : 7-D POLYGON 7-D NH - BJ3 ��� Scale: 0.9703 i� / WARNINGS: GENERAL NOTES, unlessotherwse notetl 4: .7..... WARNINGS: 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 TA, �'''" �. Truss: BJ3 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 Iiry of the building deagner. 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at � ' s the responwbli ty of the erector.Additional permanent bracing of 2 o c.and at IS o c respactive9 unless braced throughout their length by -- ri continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) /) U� DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /"1 SEQ. : K1345 913 4.No bad should be applied to any component until after at bracing and 4.Installation of truss s the responsibiliry of used in the respective contractor ennment, fasteners are complete and at no time should any loads greater than Design assumesare design loads be applied to any component. and are for"dry condition"of use TRANS ID: LINK B 5.CompuTrushasnocontroloverandassumesnoresponwbltyforthe Design assumes full bearing at all supports shown.Shim or Wedge It EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6.This design is furnished subject to the limitatbns set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digs indicate size of plate in inches. MiTek USA,IRC./CompuTrus Software 7.6.6(1 L)-E 10.for basic connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-437) 346 3-4=(-172) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -94) 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 6.7" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -8/ 288V -118/ 302H 5.50" 0.46 KDDF ( 625) 3'- 2.2" 0/ 31V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.3" -259/ 323V 0/ OH 1.50" 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.0" -144/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP r'OND 2 D h k f f o fl tot'f t 2q ), AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" q MAX TL CREEP DEFL = -0.003" 9 -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" � AO ( MAX TC PANEL LL DEFL = 0.007" @ 1'- 10.9" Allowed - 0.283" MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.9" Allowed = 0.167" MAX HORIZ. LL DEFL = -0.005" @ 7'- 4.3" MAX HORIZ. TL DEFL = -0.005" @ 7'- 4.3" 12 Design conforms to main windforce-resisting 12.00 F7 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 co m M o f- N I O i M-3x9 • • y 1-00 y 3-05 yl 4-06-11 l y .------'N"?. 04--- '• N '' i PROVIDE FULL BEARING;Jts:2,6,3,4 -44, l� 11 V 4 p p`7 9 7 8'2.1. E ••t' • JOB NAME : 7-D POLYGON 7-D NH - BJ4 �L� - Scale: 0.3947 WARNINGS: O.This design unless on thnvise epara parameters OREGONV 's 1.Sulker and erector construction should e,advised of all General Notes 7 Th s design k based t only upon the parameters shown and is for an individual '' 0..(=,-� Truss: BJ4and Warnings before construction commences building component Applicability of design parameters and proper 2 204 compression web bracing must be Installed where shown+. 'ncoryoret on of component Is the responsibility of me bulking tleagner. cho ds 3 Additional temporary bracing to insure stability during constructor 2 Design assumes the top and bottomees bra o be aterely braced at11' $Is the responsibility of the erector.a Bond permanent bracing of 7 o c.and at f 0'o c respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the building designer continuous sheathing such l bracings plywood requirediwhere s oaneand/sr drywall(BC) �,. - 3.So Impact bridging tray orlateral where shown++ SEQ.: K13 4 5 914 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be appled to any componentand are or conditionor ase 5.CompuTrus has no control over and assumes no responsibility for the 8 Design assumes full beadng at all supports shown Shim or wedge If fabrication,handling,slit Annan necessary. EXPIRES: 12/31/2016 shipment to the tallahon ofcom is. 7.Design assumes adequate both istruss.provided. August 1 0,2015 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCS1,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. LUMBER SPECIFICATIONS HIP CORNER RAFTER 4-09-10 FOR 3-5-0 SETBACK LOAD DURATION INCREASE = 1.15 Truss designed for 4x2 outlookers. 2X4 let-ins CHORDS: of the same size ze and grade asstructural top LOADING chord. Insuretight fit at each end of let-in. 2X4-2 DF 818BTR TOP CHORD LL + DL = 32.0 PSF Outlookers must be cut with care and are permissible at inlet board areas only. 4-00 12 8.49 177 PROVIDE SUPPORT 12 8.49 7 M-5x8 M-3x6 I M-3x6 l M-3x6 M-3x8 rn '' M-1.5X4 OR EQUAL AT NON-STRUCTURAL MEMBERS. I e I 118. 1 `�a PR op' • , 1-07-02 4-09-10 6-10 y y 8-9782P E 1- 13-02-12 JOB NAME : 7-D POLYGON 7-D NH - BR a Scale: 0.4868 97/O. REGON ^^ WARNINGS: GENERAL NOTES, unless otheasenoted. v 2, 1 Builder and erection contractor should be advised of all General Nates 1 This design is based only upon the parameters shown and Is for an individual �rj afiy 4 Truss: BR and Waco ngs before construction commences building component.Applicability of design parameters and proper lea 2 2x4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. -" _: '+� I Additional temporary bracing to Insure stability during constructor P Design assumes the lop and bottom chords to be laterally braced at 11,s. � �. is the responsibility of the erector.Additional permanent bracing of T o i and at 1 tl o n respectively ply unless braced throughout r d r length) PA continuoussheathingsuchrlbacwg ood iwhere)and/ortlrywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 13 4 5 915 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5 Design assumes imssesare tobeused nanon-corrosive environment, and are for EXPIRES: 12/3112016 design loads be applied to any component. dry condition"of use. TRANS ID: LINK 5.IeeoTtushasnecentraloverandassumesnoresponsibnityforthe 6.Design eessegsumasfullbearingatallsuppodsshown.Shlmorwedgei( August 10,2015 fabrication,handling,shipment end installation of components. ssary. 7.Design assumes adequatedrainage Is provided. furnished8.This design is furnished subject to the limitations set forth by B.Plates shall shall be located on t both faces of truss,and placed so their center TPIAMTCA in SCSI,copies of which will be famished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,IneiCompuTrus Software 6.2.3(1 L)-Z 10.For basic connecter plate design values see E55-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-439) 1626 3-10-(-174) 244 BC: 2x6 KDDF #1&BTR 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)+DL( 130.7)= 597.3 LOS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -523/ 2249V -217/ 217H 5.50" 3.60 ROOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -527/ 2257V 0/ OH 5.50" 3.61 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.046" @ 11'- 0.0" Allowed = 1.054" 7-11-11 6-00-10 7-11-11 MAX TL CREEP DEFL - -0.092" @ 11'- 0.0" Allowed = 1.406" f f f T MAX LL DEFL = -0.002" @ 23'- 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" @ 23'- 0.0" Allowed = 0.133" 597.308 597.30# MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" M-4x6 M-4x6 12.00 7M-3x4 • N 12.00 Design conforms to main windforce-resisting •O 5 e� system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCD1,=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 1117\11 r+) M o t .14 1311 1ZI 1Ln 10 11 o M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 o .6 ). b y 7-08-08 6-07 7-08-08 b • 10-00 y 12-00 l 4\4 ' PR.©p4scS' y y y y . 7P NCaINE€,4 /C� 1-00 22-00 1-00 89782 E JOB NAME : 7-D POLYGON 7-D NH - C1G% Scale: 0.2557AM WARNINGS: GENERAL NOTES, unless otherwise notetl F = 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ,y -7 -OREGON �. Truss: Cl and Wamngs before constructon commences building componentApplicability of design parameters and proper ! -1/j. tyQ ' 2 2s4 compression web bracing must be installed where shown* Incorporation of component Is the responsibility of the building designer. I� V4Ai).A,5-, f, 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 o c andel la o c respeotively unless braced Throughout their length by k' �� • DATE: 8/10/2015 the overall structure h the responsibility of the building designer. continuousxImpatsheathing later as plywood required s and/or drywall(BC) -1 P.14' f 3.In Impact bridging or lateral bracing reyu red where shown t+ a'1 V SEQ. : K 13 4 5 916 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK design loads be applied to any component and are for dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 8 Designcsaassumesfallbeanngatallsuppo sshows,Shierorwedge8 EXPIRES: 12/31/2016 fabrication,handling,shipment ponen ry smeectomellalfaatiosfa. 7.Patign abeb adequatetondrainage ioprovided.ce,an August 10,2015 II This assign is mmishea subject to the limitations set forth by 8.Plates shall be boosted on both races of was,and placed so their canter TPIMlTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits indicate size lir 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) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2-12=(-163) 752 3-12=(-196) 181 BC: 2x6 KDDF #1813TR SPACED 24.0" O.C. 2- 3=(-1049) 364 12-13=(-101) 658 12- 4=(-141) 383 WEBS: 2x4 KDDF STAND 3- 4=( -887) 397 13-10=(-191) 652 12- 6=(-172) 130 LOADING 4- 5=( 0) 0 6-13=(-172) 130 TC LATERAL SUPPORT <= 12"OC. 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 6=( -565) 338 13- 9=(-196) 181 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=( -887) 397 NOTE: 2x4 BRACING AT 24"OC 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 BRG REQUIRED BRG AREA 9-11-11 2-00-10 9-11-11 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) f A ,, ,' 0'- 0.0" -241/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 9-00 / 3-10-04 ,(2-01-07 ,Iy 100-01,5 ,Iy 3-10-09 / 9-00 / 1 I I Ml1N �• rhor4orl for n f(-S �afl nli Ft a �d v�ariV�g, 1-00-05 2-01-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-00 8-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f 1' 'T 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7 12 12 MAX LL DEFL = 0.019" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.035" @ 11'- 0.0" Allowed = 1.406" 12.00 [77N12.00 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" M-9x6 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" M-9x6 MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5" M-3x9 1 MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" 4 Q.\ Design conforms to mlindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 r6 ro O N f- v4 9N k_` IN 12 13 o M-3x9 M-3x8 M-5x6(5) M-3x8 M-3x4 0 7-08-08 6-07 7-08-08vd PR:op€ l i l ti S 10-00 12-00 NG1NE€R !( J' )' l l 1-00 22-00 1-00 89782PE JOB NAME : 7-D POLYGON 7-D NH - C2 / Scale: 8.2557 C.'" OF EGON N WARNINGS: GENERAL NOTES, unless otherwise noted: S. Ary • CP i Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and is for an Individual ���, (/ . Truss: C2 and Wamngs before construction commences. building component.Applicability of design parameters and proper 22x4 compression web bracing must be installed where shown+. mcorporaton of component Is the responsibility of the building designer 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at P)U L \a\ 7 o c.and at 10 o c respectively unless braced throughout their length by is the responsbilRy of the erector.Additional permanent bracing of DATE: 8/10/2015 the overall structure is the responsibility of the building desi continuous sheathing such l b plywoodcirequired iwhere shown nd/or tlrynvali(BC). sponsi y g goer. 3.2x Impact bridging or lateral Crating shown++ SEQ. : K1345917 4.No load should be applied to any component unl:l after all bracing and 4.Installation of truss isthe responsibility ofthe respective contractor. fasteners are complete and al no time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment. antlare for"dry coEXPIRES: 12/31/2016 ID• LINK design loads be applied to any component. :1 en or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Dessumes full beadrig at all supporta shown.Shim or wedge if August 10,2015 fabrication,handling,shipment and installation of components. ry 7.Design assumes adequate o thdrainagefis truss, d. and This desgn is Nmishetl subject to the limitations set forth by 6.Plates shall be located on both faces of truss, placed so their center TPI/WlCA in SCSI,copies of which will be famished upon request lines coincide whh joint center lines. 9.Digits indicate s¢e 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-1966(MiTek) 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 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 KDDF #1&BTR 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=( -987) 431 9- 5=(-377) 349 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 254 BC LATERAL SUPPORT <= 12"OC. 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -187/ 1038V -307/ 307H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATIONS) 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. LIDND. 2: Design checked for net(-5 psf) uplift at 24 .or spacillIg. / 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 'r , MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" 5-07-10 5-09-06 5-04-06 5-07-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f f f f fMAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed = 1.406" 12 12 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133" 12.00 F77 N12.00 4.0" 4 4t7., MAX HORIZ. LL DEFL - 0.013" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5" Df Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1 M- M-1.5x3 M o O //11111JJJJJJJr M-8 9 I 3x4 M-3x5(5) M-3x9 M-3x4 ot 1 1 1 1 7-05-01 7-01-13 7-05-01 tv . 1 10-00 1 12-00 1 o a d PR�F�64 C� � G1:NE 1-00 22-00 1-00 ` 89782PE sr JOB NAME : 7-D POLYGON 7-D NH - C3 `/ Scale: 0.2279 '"/ ,.....: 7„,„ \, ) �� WARNINGS: GENERAL NOTES, unless otheesse noted: ,a" / 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 '3dA�.OREGON11. Truss: C3 and Warnings before construction commences building component Applicability of design parameters and proper "XG 29' +(* �- 2 2x4 compression web bracing must be installed where shown Y. Incorporation of component sites responsibility of the building dewgner. !!l. J 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom cholla to be laterally braced et F ' f '4 ,w IS the respons bldy of the ereMar AddM1 onal permanent bracng of Toc and at i0.o.c.respectively unless braced throughout their length by __ {' DATE: 8/10/2015 the overall structure is the responsibility (the bu Itl n des continuous sheathing such as plywood sheathing(TC)and/or drywall(60) P4 U L o g designer. a 2x Impact bridging or lateral bracing required where shown i+ i'1 SEQ. : K 13 4 5 918 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no bee should any loads greater than 5.Design assumes Busses are to be used in a noncoeosive environment, TRANS ID• LINK design loads be applied to any component and are for"dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lullbeanngalallsupportsshown,chin,orwedge:t EXPIRES: 12/31/2016 y. fabrication,handling,shipment and installation of components. Design as 7. ssali beacdeduoneoth face is trussed.r AUgUSL 0,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of buss,and placed so their center TPIPNTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MITek USA,Ino./CornpuTrus Software 7.6.6(1 L)-E 70.For basic connector plate design values see ESR-1311,ESR-f988(MRek) 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 #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-738) 3566 10- 3=( 0) 202 BC: 2x6 KDDF #16BTR 2- 3=(-5448) 1170 10-11=(-738) 3564 3-11=( -176) 204 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5194) 1226 11-12=(-706) 3548 11- 4=( -558) 2520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4102) 1088 12-13=(-666) 3598 4-12=(-2030) 592 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-4104) 1088 13-19=(-930) 4728 12- 5=(-1474) 5530 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 6- 7=(-5268) 1248 14- 8=(-936) 4756 12- 6=(-2176) 634 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 283.9)+DL( 213.0)= 996.9 PLF 10'- 0.0" TO 16'- 0.0" V 7- 8=(-7246) 1588 6-13=( -612) 2622 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 80 13- 7=(-1556) 434 OVERHANGS: 12.0" 12.0" 7-14=( -530) 2578 • ADDL: BC CONC LL+DL= 2651.0 LSS @ 8'- :PA: ADDL: BC CONC LL+DL= 2942.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -955/ 9328V -306/ 306H 5.50" 6.93 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF ISC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -1276/ 5702V 0/ OH 5.50" 9.12 KDDF ( 625) nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. ITOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-00 11-00 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 1' 'f . MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" 4-01-124-00 2-10-04 /2-10-04 4-00 4-01-12 MAX LL DEFL = 0.061" @ 14'- 1.7" Allowed= 1.054" / f f 1 f ,r ` MAX TL CREEP DEFL = -0.169" @ 14'- 1.7" Allowed = 1.406" MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" 12 12 MAX TL CREEP DEFL = -0.001" @ 23'- 0.0" Allowed = 0.133" M-4x6 12.00 V N12.00 MAX HORR. LL DEFL = -0.015" @ 21'- 6.5" 9.0" 5 MAX HORIZ. TL DEFL = 0.034" @ 21'- 6.5" *" HANGER TO APPLY CONC. y0 WARNING:TRUSS NOT PLATED SYMMETRICALLY. LOAD(S) EQUALLY TO ALL MEMBERS. MARK TRUSS PRIOR TO INSTALLATION TO ENSURE PROPER ORIENTATION AS SHOWN. Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 M-3x5 Wind: 140 mph, h=24.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 1 �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, IliTruss designed for wind loads in the plane of the truss only. +-Laterally brace to roof diaphragm. M-3x9 M-3x6 +-2x4 brace required rr `\ M-5x10 0AI � ,, o, , o 10 11 12 13 14 8 0 I M-5x10 M-1.5x3 M-6x8 0.25" M-3x5 M-3x8 I o y y ..12651#• M 7x1(S) y +***2442# y ,, \ N4. /0 - 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 O1 0 22-00 Oa1- - 89782PE r- 1-00 JOB NAME : 7-D POLYGON 7-D NH - C4 •...,, Scale: 0.1932 V WARNINGS: GENERAL NOTES, unless otherwise noted ,Ii •=4, OREGON -- Truss: Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual - ��T- r?. • Truss: C 4 and Wam ngs before construction commences building component.Applicability of design parameters and proper incorporation of component is the responsibility V 2 204 compression web bracing must be installed where shown 4. of the building ng designer. //��a. -. Additional temporary bracing to insure stab hty during construction 2 Design assumes the top and bottom chorda to be laterally braced at 3 Ad9 4 t�� Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o c respectivehy unless braced throughout their length by P UL T continuous sheathing such as plywooding(TC)and/or crywall(SC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ S E K 13 4 5 919 4.No load should be applied to any component until alter all bracing and 4.Installation of truss A the responstb hty of the respective contractor. 4 fasteners are complete and atnotime should any loads greater than 5 Design assumes trusses are tobeused Inanon-corrosive environment,and are for EXPIRES: 12/31/T2/31/2016design loads be applied to any component, dry condition"of use. TRANS ID: LINK B.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearingatailsupports shown.Shim orwedge if August 10,2015 necessary. fabrication,handling,shipment and installation of components. 7.Plates o assumes adequate ne drainage is rused. furnished6.This design is furnished subject to the limitations not forth by e.Plates shall be located an both faces of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,IDE./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X4-2 DF #1613TR TOP CHORD LL + DL = 32.0 PSF M-3x6(5) T 11-02-04 PROVIDE SUPPORT M-5x8 ° 12 M-3x6 8.49 l y 4-02-03 M-3x6 M-3x6 M-3x8 13130,4- �, NGI.NEF'4 1-07-02 11-03-12 1 8.782PE 17- JOB NAME : 7—D POLYGON 7—D NH — CR 17-01-01 i Scale: 0.4082 (�CC WARNINGS: GENERAL NOTES, un le ss othelose noted OREGON 1c: Truss: CR Balder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and Is for an individual f/ • and Warnings before construction commences building componentApplicability of design parameters and proper "I• . j J\�' $ •/' 2 2x4 compression web bracing must be nstalletl where shown+ incorporation of component Is the responsibility of the building designer. T 'LtfX. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords braced be laterally braced at Is the responsibility of the erector.Additional permanent bracing of T o c and at 1 D'o c rsuch as plywoodly unless throughout their length by - DATE: 8/10/2015 the overall structure is the responsibility of the buildingdesigner. 2 continuous sheathing such as sheathing(TC)and/or drywall(BC). • - eponsi y 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 9 2 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non corrosive environment, TRANS ID: LINK des gn loads be applied to any component. and are for dry condition'of use EXPIRES: 12/31/2016/2016 5.CompuTms has no control over and assumes no responsibility for the fi.Design assumes(all bearing al all supports shown.Shim or wedge if CYt 1-lC C! t P lJ fabrication,handling,shipment and installation of components. ry August 1 O,2015 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WtiCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) M This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8-(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED 8AG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP k'OND. 2: Design rherked for net(-5 psf) uplift at 24 "on snaoi}ig. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed - 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. / 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f f f (All Heights),load duration factor-1.6,Cat.2, Exp.B, MWFRS(Dir), 12 12 End vertical(s) are exposed to wind, 6.00 M-4x6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. M-1.5x3 M-1.5x3 3 M o 1 2 - 8 y -6 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 1, b 1, l 7-06-03 6-11-11 7-06-03 _. - 1 12-00 1 10-00 1 1 �����1GI 4 .- -,-4:06i �/0 1-00y 22-00 1-00 to ✓ '' 9 - :.9782PE •f JOB NAME : 7-D POLYGON 7-D NH - G1 Scale: 0.2557 . WARNINGS: GENERAL NOTES, unless otherwise noted: -OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual "' OREG NI �". Truss: G1 and Warnings before construction commences building component.Applicability ofdesign parameters and proper /. 2 2x4 compression web bracing must be installed where shown«. incorporation of component is the responslGlity of the bwbmg tlesigner. eil�j`. .:.,V-7 ' "' 3 Additional temporary bracing to insure Motility during construction 2 Design assumes the top and bottom chords to be laterally braced al 'l I. ). . _`CIEI.- Isthe responsibility of the ereMor.Additional permanent bating of 7 o c and at 10 o c.respectively unless braced throughout their length by /� `'I+J DA'f F,; 8 l o 2 Q 15 the overall structure s the responsibilityf the bu Idln t bs continuous sheathing such as plywood sheathmg(TC)andlor drywall(51) Aq I t 1 '1 o g gner. 3.rax Impact bridging or lateral bracing required where shown++ �'1 k,.!1... SEQ. : K1345921 4.soloed should be applied to any component until aCe,all hr acing and 4.Installation of truss is the responsibility of the respective contractor. fastenersare complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corroshe environment, and TRANS I D: LINK design loads be applied to any component. Design assumes ssumor y condition" o dbi bearingoff eu�supportswedge t 5.CompuTrus has no control over and assumes no responsibility for the a nDecessary. f it tell shown.Shim or ( y EXPIRES: 12/31/2016 Py/31/20,16 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,20151-° f'iC �7 iG B.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of pate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci{:g. TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, TOTAL LOAD = 92.0 PSF End verticals) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UCy1. REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 T T T 12 IIM-4x4 12 6.003 Q 6.00 ro 0 2 ` 9 rh O t 110 gB of 5 0 M-3x5(5) M-3x4 M-3x4 J' Jr Jr 1-00 12-00 22-00 10-00 e 0f� ; l R�0 PR.pE 4 :9782PE JOB NAME : 7—D POLYGON 7—D NH — GGE Scale: 0.3682 }�-}a /� A' f� WARNINGS: GENERAL NOTES, unless otherwise noted. Fr 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for anindividual "$, ©rsr-,o ''J Truss: GGE and Warnings before construction commences building component.Applicability of design parameters and proper ' (1.9). '" 2.2x4compresson web bracing must be nstalled where shown+. mcorlwretion of component is the responsibility of the building tleslgner. 19;1). V 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chortle to be throughoutly braced at 7 `T s the responsibility the erector.Additional brecin T o c and at a e'c c respectively unless braced their length by -:ir UL �r ofpermanentg of' continuous sheathing such as plywood ghee whereC)and/or drywall(BC) �/� DATE: 8/10/2015 Be overall structure Is the responslblNy of the building designer 3.a Impact bridging or lateral bracing required shown++ P9 SE K13 4 5 92 2 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 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads beapplied toany component and are for drycondmon of 5 CompuTrashasnocontroloverandassumesnoresponabilityforthe 8 Design lames full bearing at all supports shear Shim orwedge if EXPIRES: 12/31/2016 fabrication,handling,shipment ry. { smentaothellaitatinafcemprheyts. 7.Designlatessamesadequate bathfageiotoss,ean AUgust10,2015 8.This design is fumishetl abject to the limitations set forth by 8.Plates shall be located on both faces or truss,and placed so their center TPI/nVTCA in BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x9 KDDF #1&BTA SPACED 29.0" O.C. 2-3=( -7) 3 WEBS: 2x9 DF STAND; 2x9 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 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) Jr 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL c n..i -0 .'k^-' f^" n^S( 5 Fsf) "glift at 24 "o- LIMITED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.009" @ 2'- 4.0" Allowed = 0.159" MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" 3-00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 Wind: 140 mph, h=19.8ft, TCDL=9.2,BCOL=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 N _ I ,NEmm M-3x8 M-3x6 M-1.5x3 1 1 3-00 l 1 9-00 PRopE, 89782PE• • JOB NAME : 7-D POLYGON 7-D NH - E1G% Scale: 0.6150 OREGON • WARNINGS: GENERAL NOTES, unless otherwise noted 1 j,�• 7.Builder and erection wntrador should be advised of all General Notes 1 This design M based only upon the parameters shown and Is for an individual „ea w y Truss: El and Wammgs before construction commences building component Applicability of design parameters and proper /� 2 914 compression web bracing must be installed where shown+. incorporation of components the responsibility of the building designer. 3 Additional temporary bracing to insure stability during construction2 Design assumes the lop and bottom chords to be Iatera5N braced at PiA - (�� Is the reapGnsibllity of the erector.Additional permanent bracing of • 7 o.c and at 10 o c respectively unless braced throughout their length by .,,�, j DATE: 8/10/2015 the overall structure Is the responsibility f the building des continuous sheathing or suchrl as plywoodcirequired e where awn er tlrywall(BC). _ sponsi y o g Igner. 3.9c Impact bridging or lateral bracing where shown++ SEQ. : K13 4 5 92 3 4.No bad should be applied to any component until after all bracing and 4.Installation of truss tithe responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge It a,1 fabrication,handling,shipment and Instillation of components. cessmy. Augusl 1 0,2015 7.Design assumes adequate drainage Isvided. truss,This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicele size of plate in Manes. MITek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For basic cennector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner - 5.25" 4'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL g- 10 , REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed- 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed- 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed- 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed - 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE7-10, (All Heights), Enclosed, Cat.2, Exp.B, Dir), load duration factor=1.6, ir Truss designed for wind loads in the plane of the truss only. ul I r 0 ti cm0 o 92f : 3 �_ -/ M-3x8 M-3x6 l 1 -,ccrt,O -P .0,4;4-,__ y 4-00 3 0o y Cae`ta . GLIV . '✓9 (PROVIDE FULL BEARING;Jts:9,3,2 J . -- :9 78.2 p E JOB NAME : 7-D POLYGON 7-D NH - E2 ,� L Scale: 0.9459 - `V {�(�. (�� -- WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Q� 1 Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown and is for an Individual Truss: E2 and Warnings before construction commences bolding component.Applicability of design parameters and proper -'IRY 8 4 2 2x4 compression web bracing must be nstalled where shown•. narporat on of component s the responab Idy of the building designer. �. i 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at /1� (� is the responsibility of the erector.6 anal permanent bracing of 2 o c and at 10'o c respectively unless braced throughout thea length by T" `- DATE: 8/10/201-5 the overall structure is therebili[of buildingdesi continuoussheathinglateral bacig re uiret wheres shown responsibility o goer. 3.2x Impact bridging or lateral bracing required shown+s SEQ. : K1345924 4.No load should be applied to any component until after all branrig end 4.Irstatetian at sass is the responsibility at the respective cantrenlor. fasteners are complete and at no him should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID LINK tleslgnbadabeapplletlioenycomponenI and are for drycondition"ofuse. EXPIRES: 12/31/2016 1/2016 8.Design assumes full beari 5.CompuTmshas nocontrol over and assumes noresponsibility for the lgatallsupportsshown.Shimorwedgeif August 10,2015 mm-, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainagetc is truss,d. an 6.This design is furnished subject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed co their center 7181M/ICA in SCSI,epics of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CotnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1g88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&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 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 O'- 0.0" -50/ 287V -32/ 99H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -165/ 174V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci]g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.0" Allowed - 0.147" 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" MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 V Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. rn f crV M-3x4 1 1 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 8-00 ti `�O PR©p :9782RE c- JOB NAME : 7-D POLYGON 7-D NH - J1 Aar ,A110, Scale: 0.6125 J®/ • / AWN WARNINGS: GENERAL NOTES, unless otherwise noted ©REl9O� 7 Builder and erection contractor should be adored of all General Notes 1.This design Is based only upon the parameters shown ands for an individual h_ Truss: J1 and Warnings before construction commences building component Applicability of design parameters and proper F j_ • (yQ - 2 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 9 T ff�� 3 Additional temporary bracing to insure stab IM/during construction 2 Design assumes the top and bottom chords to be Wterally braced al �. :s the responsibility of the ereMor.Additional permanent bracing of o c and at 10 o c respectively unless braced throughout their length by ^• ^` DATE: 8/10/2015 the overall structure is therebot f the buildingda continuousxImpactbridging rldnsheathing such as ting red quired shown 1"'��� 1L4-. responsibility a signer 3.rax Impact bddg ng or lateral bracing required where shown a a �"i SEQ. : K1345925 4 No bad should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective oonlrestor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK desgnloads beapplied toany component. and are for dry conditionoruae. 5 CompuTrushas nocontrol over and assumes noresponsibility for the 6 Deecsleg assumes fullbearing etall supports shown.shim orwedge if EXPIRES: 12/3112016 fabrication.handling.shipment and installation of components. ry 7.Design sshallbassumes adequate onbothdrainage ls trussed. August 10,2015 8.This design is fumishatl subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPVW1CA in SCSI,copies ofwhkh will be htmished upon request. lines coincide whh hint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,InolColnpuTms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1377,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-90) 113 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -3/ 358V -61/ 161H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -198/ 181V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 3-11-11 MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.354" ,r 4' 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" 3 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12.00 7 1' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. I c orn rn f 0 i M-3x4 1 )' 1 l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 • Q` p PRp s •�'`� x„\GaNE-R /op 9782PE JOB NAME : 7-D POLYGON 7-D NH - J2G% • Scale: 0.5625 1111, I WARNINGS: GENERAL NOTES, unless otherwise noted: K . . . t Builder and erection contractor should be advised of all General Notes 1.This design abased only upon the parameters shown and Is for an Individual OREGON y`s , Truss: J2 and Warnings before construction commences building component.Applicability of design parameters and proper F j. • (g ' 2.2z4 compression web bracing must be installed where shown+ incorporation of component is the teeponablliry of the builally deagner. .AI//+��Y l°1 a.�`-- k. kr' `' 3 Add Clonal temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at I 'E/^r 7+n /.� rs the responsibility of the erector.Additional permanent bracing of 7 we.and at 10 o.c respectively unless braced throughout their length by F �\ lE DATE: 8/10/2015 the overall structure Is the responsibilityf the bu ltl n desl continuous sheathinginor later l b plywoodre uiredwhere s and/or drywall(SC) • ' tit o g goer. 3.2x Impact bridging or lataralbrac ng required shown++ k.J . SEQ. : K1345926 4.No load should be applied to any component until after all bracing and 5.Design elllation of trumesss trusses responsibility sibil ye do tthin ae respective contractor. ive nnment, fasteners are complete and at no time should any loads greater thanand are for l'dry condition.'are etoe TRANS ID: LINK design loads be applied to any component. fi.Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has nocontrol over and assumes norespanibhty for the awry. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TPIANTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTnls Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-149) 154 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 422V -90/ 2248 5.50" 0.68 HOOF ( 625) 5'- 10.9" -193/ 219V 0/ OH 1.50" 0.35 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 121V 0/ OH 5.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,r ,r MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -0' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.249" @ 3'- 2.0" Allowed = 0.524" 0 MAX BC PANEL TL DEFL = -0.229" @ 4'- 1.4" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 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, Truss designed for wind loads Iin the plane of the truss only. O rn o A- i i g: P1111.1111111 ...0 M-3x4 i y 1-00 y 8-00 y • [} PR.0F4s. 'PROVIDE FULL BEARING;Jts:2,3,4 :9782P E -- JOB NAME : 7-D POLYGON 7-D NH - J3 _ Scale: 0.4579 MEE WARNINGS: GENERAL NOTES, unless otherwise noted ,®/ / 'a i Bvilderand erection contractor ahovld be advised of all Genenal Notes 1.This design sbased only upon the parameters shown and s for anindividual "7 ©RECON Truss: J3 and Warnings before construction commences building component.Applicability of design parameters and proper [e6 2 2x4 compression web bracing must be nstalled where shown+ Incorporation of component Is the responsibility of the building demgner. �/. yR 3 Additional temporary bracing to Insure stab ty during construction 2 Design assumes the lop and bottom chorda to be laterally braced at I,{''S v_'"] s the responsibility of the erector.Additional permanent bracing of T a c and at 10'o c respectively unless braced throughout their length by -F DATE: 8/10/2015 the overall structure Is the responsibility of desl continuous ridgingorlaterlbch as acingresheathhere)anal drywall(66) PA U L R p y o g goer. 3.Dr Impel bridging or lateral bracing required where shown++ SEQ. : K134 5 9 2 7 4.No load should be applied to any component until after all bracing and 4.Installation of is the responsibility of the respective contredor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component and are for"dry conditionof use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Dewgnassumes(ullbeadrgatallsupportsshows,Shimorwedge8 EXPIRES: 12/3112016 n cery fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August, O,2O15 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be Iecated on both faces of truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 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-1371,ESR-1988(Wiley) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-178) 184 3-5=(-266) 256 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-267) 125 WEBS: 2x9 KDDF STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -43/ 979V -121/ 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) 7'- 11.7" -89/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciikg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL = 0.017" @ 6'- 0.8" Allowed = 0.350" T MAX BC PANEL TL DEFL = -0.160" @ 4'- 1.5" Allowed = 0.472" 4 -e/ MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 Truss designed for wind loads 12.00 in the plane of the truss only. M-1.5x3 ti to a CO o MAlill%1SIIK.46 O o O "5 1 M-3x4 M-1.5x3 • y1-00 y PROVIDE FULL BEARING;Jts:2 5 8-00 y 'S• �NCa 9 > 89782PE .T- JOB NAME : 7-D POLYGON 7-D NH - J4 Scale: 0.3666 _ i WARNINGS: GENERAL NOInti unless otherwise noted: �,. OREGON � ©� 'J 1 Builder and erection contractor should be advised of all General Notes 1.This design is base.only upon the parameters shown and Is for an Individual />,. Truss: J4 and Wamnga before construction commences building component.Applicabilityof parameters and ''Q 2 2x4 compression web incorporation component o design para me proper •/'f �� s<}.+.. press on we g must be Metalled where shown+ ^corpora ponenl Ia the responsibility of the building tleslgner r NZ T'. Additional temporary bracing tonsure stability during construction 2 Design assumes the tap and bottom chortle to be laterally braced et + �i 's the responsibility of the erector.Additional permanent bracing of T me and at I V o c respectively unless braced throughout their length by _ DATE: 8/10/2015 the overall structure s the responsibility of the building desgner continuous t sheathing bridging or later l b acroplywoodre aired here sand/or tlrywal1(60) 'Ir /"1 Q 3. Impact bntlg ng ar lateral bracing required where slwwn++ - j` SEQ.: K1345928 4.Na load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in enon-corrosive environment, TRANS ID: LINK design loads be applied to any component. an are for"dg condition"of use. 5 CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown Shim or wedge if • ^ece058ryEXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center August 10,2015 TPIAa/1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate dedge values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 80 2-6-(-147) 182 3-6-(-262) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-347) 125 WEBS: 2x4 KDDF STAND 3-4=(-327) 127 LOADING 9-5=(-159) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- . -43/ 449V -140/ 398H 5.50" 0.72 RODE ( 625) 7'- 9.5" -58/ 230V 0/ OH 5.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -327/ 410V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spac4g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9-11-11 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" 5 MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 9'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL - -0.028" @ 6'- 8.1" Allowed - 0.350" MAX BC PANEL TL DEFL = -0.157" @ 4'- 1.5" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.007" @ 7'- 10.9" MAX HORIZ. TL DEFL - -0.007" @ 7'- 10.9" 9 Design conforms to mai n windforce-resisting system and componentsand cladding criteria. A I Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 12.00 Truss designed for wind loads in the plane of the truss only. , 0 M-3x5 1 0 3 ", M o M-3x4 M-1.5x3 • p PRp c6' b b b b co.'s, 0. IN 6/ 1-00 8-00 1-11-11 �. t, It? _ C71, (PROVIDE FULL BEARING:Jts:2,6,4 89782PE r JOB NAME : 7-D POLYGON 7-D NH - J5 Scale: 0.3249 % WARNINGS: GENERAL NOTES, unless othemow notetl L OREGON 4J t.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown ands for an individual o R G N ^P'" Truss: J5 and Warnings before construction commences building component.Applicability of design parameters and proper /_ V 2 2x4 compression web bracing must be installed where shown 4. incorporation component is the responsibility of the building designer. 17/5) VA(� 4i$. ( ` fY'� 3 Additional[emporery bracing to Insure stability during construction 2 Design assumes the traps and bottom chords to be lateralty braced at n .4 is the responsibility of the erector.Additional permanent bredng o/ T o c and at t O o c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) PO4 1 I L DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2,lmpad bridging or lateral bracing required where shown a a k✓ SEQ. : V13 4 5 9 2 9 4.No load should be applied to any component until after at bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. andgn reassume oonddon gf emge 5.CampuTrushasnocontroloverandassumesnoresponsibilityforthe fi.Decessary full bearing tallsupportsWows shinorwed if EXPIRES: 1.2/31/2016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate stye of plate in Inches. MITek USA,Ina./CompuTfus Software 7.6.6(7 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7•' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 80 2-6=(-191) 172 3-6=(-298) 204 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-399) 303 3-4=(-376) 313 WEBS: 2x9 KDDF STAND LOADING 4-5=(-129) 88 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 9.5" -81/ 224V -180/ 49OH 5.50" 0.35 KDDF 7'- 9.5" -81/ 220V 0/ OH 5.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -263/ 339V 0/ OH 1.50" 0.93 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -93/ 120V 0/ OH 1.50" 0.19 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 ,r fVERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 d 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 = 0.972" MAX HORIZ. LL DEFL = -0.009" @ 11'- 10.9" MAX HOAIZ. TL DEFL = -0.009" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, r) Truss designed for wind loads 12.00 in the plane of the truss only. yr I or 0 I co M-3x5 , 3 by rn KAIIMIMM=MINIMMMIMMIMMMhd • 0 1 M-3x4 M-1.5x3 '1 � `�d PRQr�s�. y y y y ` ,, 1.NE• ,' 'rpm 1-00 8-00 3-11-11 •• (PROVIDE FULL BEARING;Jts:2,6,4,5 - ( �j.{82 E JOB NAME : 7-D POLYGON 7-D NH - J6 • Scale: 0.2679 ' fT WARNINGS: GENERAL NOTES, unless otherwise noted: / OREGON 1 Builder and erection contractor should Be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -' O/-I r ... Truss: J6 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 s the responsibility of the building deagner. \ •� 3 Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chortle to be laterally braced at T ( is the responsibility f the erector.Additional t brec n f 7 o c and at 13 o.c.respectively unless braced throughout their length by � �s Lit.. � (�� pons ity opermanent g o cont mous sheath ng such as plywood shealhog(TC)and/or drywa1(50). • A,r, V L DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.Dt Impact bridging or lateral bracing required where shown++ SE K 13 4 5 9 3 0 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon non-corrosive environment, applied to any component. end are for"dry condition"of use design loads be TRANS ID: LINKport ty 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no res bG for the necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design Is furnished subJent to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be tarnished upon request. lines coincide with joint center lines. 9.Digits Indicate stye of plate in Inches. MiTek USA,Inc./CotnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 80 2-6=(-196) 176 3-6=(-253) 213 WEBS: 2x4 KDDF STAND 2-3=(-328) 247 3-4=(-308) 256 LOADING 9-5=( -89) 62 TC LATERAL SUPPORT <= 12"00. 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 HOBS BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0'• -38/ 468V -167/ 402H 5.50" 0.75 KDDF ( 625) 7'- 9.5" -61/ 225V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -223/ 287V 0/ OH 1.50" 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 0.0" -64/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP k h 'COND. 2: Design checked for net(-5 osf) uplift at 24 "or coati 11-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �1g. 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 - 0.018" @ 2'- 0.7" Allowed = 0.343" 7 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" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 4 Truss designed for wind loads 12.007 in the plane of the truss only. M O I N O ,-i M-3x5 ,-, 3 6+ cr, Al111\11L M N t O M-3x4 M-1.5x3 b l cd PRopS 1-00 8-00 y 3-00 yCja4 401.Na ./ ' (PROVIDE FULL BEARING:Jts:2,6,4,5 I 1. 7 W. B9782PE t- , JOB NAME : 7-D POLYGON 7-D NH - J7 6/ _.„ Scale: 0.2991 Jr MIN WARNINGS: GENERAL NOTES, unless otherwise noted: 4) Truss J7 1.Builder and erection contractor should beadvised ofall General Notes 1 This design isbased only upon teparameters shown and isfor anndvdual ". OREGON and Warnings before construction commences building component Applicability of design parameters and proper 2 2z4 compression web bracing must be installed where shown+. incorporationof component is the responsibility of the building designer 3 Additional temporary bracing to Insure stab ty during construction 2.Design assumes the top and bottom chords to be laterallybraced et �(') s the responsibility of the erector Additional permanent bracing of 1 o c antl at t O a c �respectively unless braced throughout their length by �'j \,,,,,,}}d��- � DATE: 8/10/2015 the overall structure is the responsibility ofthe building designer continuous sheathing such asplywood shealhing(TC)and/or drywall(BC) �q UL 3.2x Impact bdtlg ng or lateral bracing required where shown++ SEQ.: El3 4 5 9 31 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condhlon.of use. 5.Compul,ashasnoconboloverentlassumesnoresponablltymrthe 8 necesDessary. Shim or wedge EXPIRE1 31/2016 fabrication,handling,shipment and installation of components. ry' 6.This design is furnished subject to the limitations set forth by 7.Platersesign eiibelctedon drainageIstrussed. August 10,2015 8.Plates coincide with ith on beth faces of truss,and placed so their center TPIM/TCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 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&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-65) 115 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-213) 0 5-7=(-84) 145 5-3=( 0) 71 WEBS: 2X9 KDDF STAND LOADING 3-4=( -23) 40 3-7=(-161) 93 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" -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) 8'- 0.0" 0/ 116V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4g. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 9.2" Allowed = 0.170" 4 -/ 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 P7 MAX HORIZ. LL DEFL = 0.011" @ 7'- 7.6" M-4x6 MAX HORIZ. TL DEFL = 0.014" @ 7'- 7.6" Design conforms to main windforce-resisting #hhihmi..._ system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads min the plane of the truss only. IIIIIIIIIIIIIIIIIIIIIIIIIkhb.„ hr. 11111MMEIMEMEMEEKII -/ /- dA oc 1 o RI r M-1.5x3 1 o �� M6-3x4 0 M-3x4 M-3x5 l J. J. 2-09-04 5-02-12 J. l y y 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING;Jts:2,9,7 00 P R Ore /< c3INEtc� ,0 :9782PE JOB NAME : 7-D POLYGON 7-D NH - J8 ,„„,,, Scale: 0.5500 ®/ MI WARNINGS: GENERAL NOTES, unless otherwise noted: / F6 1.Builder and erection contractor should be advised of all General Notes i This design Is based only upon the parameters shown and is for an indvdual -7 OREGON Q� Truss: J8and Warnings before mnsiructon commences. bolding component Applicability of design parameters and OREGON 2.2a4 compression web Para me proper presson we g must be Installed where shown incorporation or s the reeponslblty of the building tleslgner y� racing to insure stability during construction 2 Des the Io and bottom chortle to be lalerell braced at 1 G+fq 1/ d ` � 3 Additional temporarybDesign assumes p an y i 4 "..!'( s the responsibility of the erector.Additional permanent bracing of 7 a c and e110 o c respect plywood unless braced throughout their length by 1 DATE: 8/10/2015 the overall structure Is the responsibility of the buildingcontinuousrheatginglatehasac sig re required sownstlrywall(BC) �� Q designer.avi3.aclmpaQ bridging relaters]bracing requ the where shown++ j` SEQ. : K1345932 4.No load should be applied to any component until afterall bratngand 4.Installation oftruss Istheresponsibility oftherespective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Trusses are to be used In a non-cortoslve environment, - - TRANS I D• LINK design bads be applied to any component. and are for condition"or use. • 5 CompuTmshasnoconboloverantlassumesncresponabllltyfor[ha 6.nesisssary. ysumesfull bearingatall supports shown.Shim arwedge if EXPIRES: 12/31/2016 X31 201 fabrication,handing,shipment and installabon of components. S.Tho design is fumished subject to the limitations set forth by 7.Plates hallassbel adequate o oremage is trusts,andd. August 1 0,2015 8.Plates shall be located on both faces of truss,and placetl so their center TPIANTCA In BCS(,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-7311,ESR-1088(MiTek) 11111. 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 KDDF #100TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-122) 184 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-284) 43 5-7=(-157) 234 5-3=( 0) 71 WEBS: 2x9 KDDF STAND 3-4=( -87) 73 3-7=(-259) 174 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -26/ 435V -90/ 224H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -136/ 125V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" -13/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. •,. .-- .. - - _ q, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ,f ' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" _/ MAX LL DEFL = 0.012" @ 2'- 9.2" Allowed = 0.270" MAX TL CREEP DEFL = -0.016" @ 2'- 9.2" Allowed = 0.359" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" im-63x4 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX HORIZ. LL DEFL = -0.019" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.022" @ 7'- 7.6" Design onforms to m rndforce-resisting system and componentsrand 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 Iin the plane of the truss only. of 0 4100' o „7of [ M-1.5x3 Io y 2-09-04 y 1 5-02-12 0Q PR©,fi€ J. J, 1-00 1 2-111 b 5-01 y _ ve '),� N 8-0044i'PROVIDE FULL BEARING,Sts:2,4,7 I .,. 89 8'2 P E �t'' JOB NAME : 7-D POLYGON 7-D NH - J9 Scale: 0.4378 9- OREGON _� WARNINGS: GENERAL NOTES, unlesso the entad / re 1 Balder and erection contactction0ld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,SAV..� ' Truss: J9 and Warnings before bracingcton commences building component.Applicability of design parameters and proper A /_, 2.2x4 compression web must be Installed where shown incorpoat on of component is the responsibility of the building designer. / _ Q (. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at I.1 t% U L ``` is the responsibility /the erector.Additional t bracing f 2 o.c.and at 10'o.c.respectively unless braced throughout their length by spans yo permanen go continuous sheathing such as plywood sheathing(TC)and/ar drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a s SEQ. : K1345933 4.No load should be applied to any component until after all bracing end 4.Installation of tmsss the responsibility of the respecve contractor. �/p nc / / (� c 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.and EXPIRES:R ES. 1 27 1{'-2 V V TRANS ID: LINK tlesign loads be applied to any component. Design for assumesdry full beadition"g us 5.CompuTrus has no control over and assumes no responsibility for the 8.Oeecslegassumesfullbearingatallsupportsshown.Shimorwetlgaif August 10,2015 ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic oannector plate design values see ES12-1311,ESR-1988(Wee) 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&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-216) 270 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-354) 75 5-7=(-277) 349 5-3=( 0) 71 WEBS: 2x9 KDDF STAND 3-4=(-158) 118 3-7=(-380) 306 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -49/ 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) 7'- 11.7" -120/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ... .- .. _ _ .. 4• BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f T MAX LL DEFL = 0.020" @ 2'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed = 0.472" MAX NORIZ. LL DEFL = -0.031" @ 7'- 7.6" /12 MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" Design conforms to mainindforce-resisting system and componentsandcladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. us o I cs 0 r 744gilikkh 11.1.1111 ... ���oo • Y 2-09-04 y 5-02-12 y ti�` Ca N © ec5'/ k J‘ 1-00 y 2-11 5-01 y � - � 8-00 6OVTnP.FIIT.T. RFARTNG:Jts:2 7.4 I Q' :978.2P{�.e JOB NAME : 7-D POLYGON 7-D NH - J10i •s Scale: 0.3561 WARNINGS: GENERAL NOTES, unless otherwise noted -574•OREGON 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �y .��1 Truss: J10 and Wamngs before construction commences building component.Applicability of design parameters and proper 7L"t/r/�� `TAY 1m7 2 2t4 compress on web bracing must be installed where shown a. incorporation of component is the responsibility of the building desgner. - "1 _ - 3 Additional temporary bracing to Insure stability during conatruclian 2.Design assumes the top and bottom chords to be laterally braced at -1 �/�+�}) is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at1G o.c.respectively unless braced throughout their length by - A U'�. continuous sheathing such as plywood sheathing(IC)and/or drywall(BC). DATE: 8/10/2015 the overall structure is the responsibility alma building designer. 3.2i Impact bddging or lateral bracing required where shown a a SE El3 4 5 9 3 4 4.No load should be applied to any component until ager all bracing and 4.Installation of Imes la the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: design loads be applied to any component. and are for"dry condition"of use. 12/34/2016 T RAN S I D• LINK E Design assumes full bearing al all supports shown.Shim or wedge if 5.CompuTrushasnomnlroloverandassumesnoresponsibilityforthenemasary. August 10,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIMITCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate in Inches. MiTek USA,Ino/CompuTsys Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(-208) 270 7-6=( 0) 23 BC: 2x4 KDDF #15BTR 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"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0" 6.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -44/ 473V -126/ 322H 5.50" 0.76 KDDF ( 625) 7'- 7.6" -52/ 200V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -172/ 213V 0/ OH 1.50" 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 8-06-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f f 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.019" @ 2'- 9.2" Allowed = 0.354" MAX TL CREEP DEFL = -0.023" @ 2'- 9.2" Allowed = 0.472" 4 MAX LL DEFL = -0.000" @ 8'- 6.5" Allowed = 0.054" MAX TL CREEP DEFL = -0.000" @ 8'- 6.5" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.030" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" 12 Design conforms to main windforce-resisting stem and 12.00 system components and cladding criteria. rn Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. M-4x6 3 1 illi .. MME MEMMINMOMMEMEMMII 2, 8�_� F'-I M-1.5x3 0 1 M-3x4 M23x9 to M-3x5 y l b 2-09-04 5-02-12 k1-00, 2-11 b 5-07-08 b l J. ��>- -.0. PR QP€s• c' 8-00 0-06-08 cz;s2 `‘�t.N��� Q (PROVIDE FULL BEARING;Jts:2,8,4 I (,ti '7 p�y p c -7 pG?'f8.2 E JOB NAME : 7-D POLYGON 7-D NH - J11 / j • Scale: 0.3096 / WARNINGS: GENERAL NOTES, unless otherwise noted ©1'tElC7'ON 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual y Ps:Truss: J11 and Warnings before construction commences. building component.Applicability of design parameters and proper `!w Q. 2 gx4 compression web bracing must be installed where shown 4. Incorporelon or component is the responsibility or the building designer. _f/ `fir. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at :7/%1' _ �! "� ` Is the responsibility of Me erector Additional permanent bracing of 2 o c and at id a c respectively unless braced throughout their length by _ -VP-S4^�( o g goer. continuous sheathing such as plywood sheathing(TC)and/or drywaRBC) �h U DATE: 8/10/2015 Ne overall structure Is the responsibilityf the bu Itl n des 3.2,Impact bridging or lateral bracing required where shown++ i'1 SEQ. : Ki3 4 5 9 3 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are or dry conditiono use. 5.Com Trus has nocentroloverandassumesnores6 Design assumes fullbearingatallsupporlsshown Shim orwetlgeIf EXPIRES: 12/31/2016 puresponsibility for the necessary. hbrmanon,handing,shipment and installation or components. 7.Design assumes adequate drainage Ia provided. August 10,2015 s.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVlCA In BCSI,copies of which wilt be fumished upon request. lines coincide with joint center lines. olrus Software 7.6.6 7 L-E 9.Digits indicate sae of plate in inches. MiTek USA,Inc./Com P ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 302V -32/ 99H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -34/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 lost) uplift at 24 "oc spacipg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.197" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" 1-11-11 MAX HORIZ, LL DEFL = 0,000" @ 1'- 10.9" 'I I MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -'" load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 M /- 0 o I N p / - 1 b l b 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,9,3 1/4 .PR op- c51/4 ��ca' . 1 N E A. 1./0 89782PE " JOB NAME : 7-D POLYGON 7-D NH - SJ1 .-, 41"' Scale: 0.6555 WARNINGS: GENERAL NOTES, unlessothenwlse noted �` �1 C//��/^� Erg `�. 1.Builder and erection contredor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is lir an individual p• OREGON h.- Truss: SJ1 and Warnings before construction commences building component Applicability or design parameters and proper �'f(/ Y1=1 �' irfe 2 2x4 compression web bracing must be installed where shown ncorpnore6�onro�componenl is the responvb Illy of the building deagner. .tx1 ifL7 f'� �" 3 Additional temporary bracing to insure stab Iffy during construction 2 Design assumes the top and bottom chords to be laterally braced at 'T yyr, n:the responsibility of the erector.Additional permanent bracing of 2'o.c and al ea o c resuch as sty unless braced throughout their length by /� �l K continuous sheathing sueh as plywood sheathing(TC)and/or drywall(BC) y,+�Li;l DATE: 8/10/2015 the overall structure Is the responsibility of the building designer 3.20 Impact bridging or lateral bracing required where shown*+ A L SEQ.: K134 5 9 3 6 4.No load should be applied to any component until after aH bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-comoslve environment, TRANS ID• LINK design loads be applied to any component. and are for'dry conditIon'of use. 5.CompuTrushas nocontrol over and assumes norespongbility for the 8.Dees:nasvumesfullbeanngshellsupportsshown.chimorwedgeIt EXPIRES: 12/31/2016 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 6.This design is furnished subject to Ne limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANrCA In BCSI,copies of which will be furnished upon requestlines coincide with Joint center lines. 9.Digits indicate site of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" D.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci�g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/150 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFT. = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00 17 i' MAX HOAR. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, Truss designed for wind loads in the plane of the truss only. rn F- ro MFAII ►� 4►1 M-3x4 • l 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 ' �CQ`Ep P R <cr 89782PE t"" JOB NAME : 7-D POLYGON 7-D NH - SJ2 • • Scale: 0.6043 WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contactor should be advised of all General Notes I This design Is based only upon the parameters shown and is for an individual F OREG.01 • 41''a Truss: SJ2and Warnings bet re mnstructlon commences building component Applicability of design parameters and proper 'f" 2 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at /�-� � + Is the responsibility of the erector.Additional permanent bracing of o c and at 17 o c.respectively unless braced throughout their length by - 1 C\'� DATE: 8/10/2015 the overall structure Is the responsibility f Me building designer. 2continuous litsheathing later l bracing ag re sheathing(TC)heresand/or drywell(BC) sports yo g goer 3 2xlmpact bridgingor lateral asplywooequretlwown++ SEQ.: K134 5 9 3 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a Ion-corrosive environment, da be applied ancomponent. and are for'dry condition'.of use. design TRANS ID: LINK gnoa ppa y8 Design assumes full bearing atall supports shown.Shim orwedgeIf 5.CompuTrus has no control over and assumes no responsibility for the necespry, EXPIRE 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPbWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1D.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-9-(0) 0 BC: 2x9 KDDF gl&BTR SPACED 29.0" O.C. 2-3=(-167) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 308V -90/ 224H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -90/ 171V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -128/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" 3 -° MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 0 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 P7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn o ,.o M o /- ir.linommiffilri N T � 410%01 -/ o M-3x9 1 k 1-00 y 2-00 y 3-11-11 y t(3 .PRpr ,r,,<,‘ - - es ......_ 'PROVIDE FULL BEARING;Its:2,4,31 N .- 444 89782PE C JOB NAME : 7-D POLYGON 7-D NH - SJ3G% Scale: 0.4703 " a WARNINGS: GENERAL NOTES, unless otherwise noted F/"_. C 'ry 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual OR EQ-ON N.O Truss: S J3 and Warnings before construction commences building component Applicabilityof design parameters and proper 2.2a4 compression web bracing must be installed where shown 4. Incorporation of component is the responsibilityof the build ng designer ""V/A� -VL}A 3 Additional temporary bracing to insure stability during construction 2 Des gn assumes the top and bottom chords io be laterally braced ai J/yam `71'T T c.c.and at c c respectively unless braced throughout their length by N the responsibility of the erector.Additional permanent bracing of �` continuous sheathing thing such as plywood sheathing(TC)and/or drywall(BC) A64 U DATE: 8/10/2015 the overall structure s the responsrbNNy of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ �'1 SEK 13 4 5 9 3 8 4.No bad should be applied to any component until after all bracing and 4 Inslallatbn of truss is the responsibility of the respective contractor. Q fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are o be used In a non-corrosive a environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.Design assumes full bea 5.CompuTrushas nocontrol over and assumes noresponsibility for the nngstallsupportsehown Shim or wedge if + EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August USt 1 1 0,20 1 1 5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center y TPIAMCA in SCSI,copies of whkh will be famished upon requestlines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ina./CompuTfms Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1-3=(0) 0 BC: 2x9 KDDF #1&BTR 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"00. 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) TOTAL LOAD = 42.0 PSF 1'- 9.2" -44/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) 3'- 11.7" -89/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1_ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL K;OND 2 D checked f t(-5 fl uol'ft 4 pac_�g. 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 lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 2 12.007 Design conforms to main windforce-resisting system and components and cladding criteria. IWind: 140 mph, h=21.2ft, 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 o M A- O I O -, 1 3 0 M-3x4 1 l y 2-00 1-11-11 • (PROVIDE FULL BEARING:Jts:1,3,2 ] �� (;D P R O k- c 89782PE 9f JOB NAME : 7-D POLYGON 7-D NH - SJ4 / / -•""/ Scale: 0.5842 WARNINGS: GENERAL NOTES, unless otherwise noted, �. ♦� .. Truss SJ4 uilder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an Individual -7 OREGON Ke - and Wam ngs before construction commences building component coof de Applicability i ty sign parameters and pro9' 2 2x4 compression web bracing must be installed where shown. ncorporaton of component is the responsibility of the builtlmg tleagner. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at j�} 'el A;f "� • s the responsibility of the eredor.Additional permanent bracing of 2 o c and at 10'o c respectively unless braced throughout their length by ,Fir DATE: 8/10/2015 the overall structure is the responsibility of the building designer continuous sheathing sten l b acing rplywooe fired where own drywall(BC) U �. 3.Zr Impact bridging or lateral bracing required where shown•. SEQ. : Ki3 4 5 9 3 9 4.No load should be applied to any component until after all bracing and 4.Installaaon of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment,designloads baapplied ts ancomponent. and are for dry condition.of use TRANS ID: LINK 5.caTrushasnconiroloveranassumesnoras 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRE: 12/31/2016 pu responsibility for thenecessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 6 This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINV1CA in BC SI,copies of which will be fumished upon request. lines coincide with joint center lines. S Digits indicate sod of plate In Inches. MiTek USA,Inc./CompuTNS Software 7.6.6(1 L)-E 1e.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LOAD DURATION INCREASE TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq-1.00= 1.15 LUMBER 4PROIEICATIONS 1-2=(-167) 136 1-3=(0) 0 TC: 2x4 RODE #1&BTR SPACED 29.0" O.C. BC: 2x9 ROOF #1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. DON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 0'- 0.0" -19/ 191V -82/ 177H 5.50" 0.23 KDDF ( 625) DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF 1'- 9.2" -130/ 199V 0/ OH 5.50" 0.31 KDDF ( 625) 5'- 11.7" -130/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1COND. 2: Design checked for nett-5 5001 uplift at 24 "oc spacitg. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX BC PANEL LL DEFL = 0.006" 9 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DE FL = -0.006" @ 1'- 0.1" Allowed = 0.072" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002" 9 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -, Wind: 190 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, 12 Truss designed for wind loads 12.00 7 in the plane of the truss only. 0 110 o f- c - I 0.-1=-,13►� o M-3x4 l l y • tQ` QPR( �' 2-00 3-11-11 '�... NGIN4- , ce (PROVIDE FULL BEARING;Jtsts:1,3,2 89782PE r- JOB NAME : 7-D POLYGON 7-D NH - SJ5 / \ J Scale: 0.9431 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1 Builder and erection contractor should be advised of all General Notes 1.Thls design is based only upon the parameters shown ands for an individual Truss: SJ5 and Warnings before cons ecton commences building component.Applicability of design parameters and proper �� incorporation on of component is Me responab I y of the building designer 2 2x4 compression web bracing must be Installed where shown+. 2 Design assumes the top and bottom chords to be laterally braced al 3.Additional temporary bracing la Insure stability during construction T oc.end at it on.respectively unless braced throughout their length by Q is the responsibility L of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i'jAU ``\, DATE: 8/10/2015 be overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE 4 No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective con tractor Q. . K1345940 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition'of use. TRANS ID' LINK design bads be a pp fed to any component. 8.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 121 1/2016 S.CompuTrus has no control over and assumes no responsibility far the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage u provided August 1 0,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPINJrCA In SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits Indicate size of plate in inches.neESR-1958 MiTek MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate deo lues see ESR-1311, ( ) 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 #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-9=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"00. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4= 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/ 740 5.50" 0.61 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. N,OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci1rg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" 5-09-09 -05-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" f ,f T MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" 12 Design conforms to main windforce-resisting 4.00 p 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), load duration factor=l.6, M-1.5x3 4 Truss designed for wind loads in the plane of the truss only. 3 II II 0 M O m1 �l" o o 5- / M-3x4 M-1.5x3 l l 1 5-04-04 0-05-12 J' b b 1-00 5-10 ,Q` 0 PR 0,t-- 8.782PE JOB NAME : 7-D POLYGON 7-D NH - Z1 ; i Scale: 0.5855 gpI WARNINGS: GENERAL NOTES, unlesssmenvlse noted - .... Truss: Z11Builder and erection contractor should be advised of all General Notes 1.This design isbased only upon the parameters shown and islot an mtlivltlual 17. OREGON and Warnings before construction commences build ng component.Applicability of design parameters and proper I%C N. 11 T 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterely braced at G4 �/ A 4 " h the responsibility of the erector.Additional permanent bracing of 2 o c and at 10'o c respectively unless braced throughout their length by ././'''' _. i 1 DATE: 8/10/2015 the overall structure s the respons bldg or the bolding desgner conrnuousshging ng stchas lbream dstieah resho and/or Orywall(BC). /'� � � i-� 4 No bad should beapplied to an 3 2x Impact bridging or lateral bracing required where shown++ [ SEQ. : K 13 4 5 9 41y component until after all bracing and A Installation of truss the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component, and are fsn'dry condition'sO ase. 5 CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge it fabrication,handling,shipment and installation or componenh nesignary. EXPIRES:12/31/2416 8.This design is furnished subject to the limitations set forth by 7.Design s assumes adequate tondrainage face is provided. and August 1 0,2015 8.Plates shall be located on both races of truss,and plecetl so their center TPIANiCA In BCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 5.Digits indicate see or plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-184) 137 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -75/ 383V -23/ 72H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 293V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL L:OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacag. 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 = 0.053" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.963" 12 4.00 17 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.lft, 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 II in the plane of the truss only. N , o M-3x9 M-1.5x3 1-00 5-10 • \�� ,O P R QQ ' •=9782PE 9r" JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7105 / WARNINGS: GENERAL NOTES, unless otherwise noted. ,•/ V 9 1.Builder and erection contractor should be advised o/alt General Notes 1.This design is based only upon the parameters shown and is for an Individual ©REl�ON ^� Truss: Z2 and Warnings before construction commences building component Applicability of design parameters and proper • ! 2.2v4 compression web bracing must be Installed where shown*. 'ncorporebon of component s the responsldl ty of the building designert (/n s.�`3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chards to be laterally braced at "T j-�;l s the responsibility of the erector.Additional permanent bracing of o c and at 10 o.c respectively unless braced throughout their length by -. ` u DATE: 8/10/2015 the overall structures the responsibility of building designer. OscoImpact sheathingisuchasbacplywoodrsheathhere)annor tlrywall(BC) • 'CIA - spons y o g3.9t Impact bridging or lateral bracing required where shown++ �'1 S E K 13 4 5 9 4 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respeclive contactor. 4 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 condion of use. TRANS ID: LINK 6 5.Compurmshasnocontroloverandassumesnoresponsibilityforthe Design assumes tilt bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. sigsery. 7.Plates all beaced oneoth face is truss, . August 10,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIM/1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CoespuTms Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-131I,Ens-1988(MiTek) Symbols Numbering System il General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y offsets are indicated. I I 6-4-8 dimensions (Dshownrawingsnot into ft-in-sixteenthsscale) Damage or Failure to FollowPersonal CouldInjCauseuryProperty a Mil. Dimensions are in ft-in-sixteenths. h4k, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See SCSI. TOP CHORDS 0_1/f�„ 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves Q may require bracing,or alternative Tor I Mirinff_ 0 ILNIllipAlk Q bracing should be considered. �_, O 0 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7' cea cse designer,erection supervisor,property owner and plates 0-1/1,4' 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 *Plate AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ,j? Indicated by symbol shown and/or SYP values as published specified. bytext in the bracingsection of the representsbAWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ... .. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. -- ® ` Min size shown is for crushing only. hili,x, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: • ANSI/TPI1: National Design Specification for Metal 19.Reviewis sufficient.all portions of this design(frontback,words Plate Connected Wood Truss Construction. and not pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek° ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013