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Plans (64) A -- 06`i,Z) Ildmt / 73 Se,/ /S4e. �' MiTek8' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-354_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: R45755177 thru R45755188 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PR0Fe. 0NCalNEF9 /0 1- -7 r' SAT OREGON ti�O<tt Cb FMBER \1 SS A. He?°- E , ./ I C Oir October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45755177 PL15-354_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon :-:- - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:54 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-J81COmJDwxCLbLMojVx bemVI4HeA9GkRQnxjlyPA3F *. r____10 1 1 1-0-12 I I 2-6-0 I 2-4-9 1 1 1-2-0 1 1 1-9-11 1 P.gp Scale=1:40.1 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e o N \���i—v O \4? ._,L -e OA O A — VI I— : ETA 24 23 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 38-12 I 8-8-53-51 I 19-6-8 I 22-11-8 I 3-6-12 5-1-9 �7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— f2:0-1-8,Edoel,13:0-1-8,Edgel,118:0-1-8,Edgel,119:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 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 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-377/Mechanical,21=950/0-7-0,24=15/0-1-12,16=1450/0-5-8 Max Uplift15=-480(LC 6),24=-121(LC 6) Max Grav21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-55=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=57/332,3-21=-501/0,5-21=1356/0,5-19=0/814,11-16=1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)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. 6)CAUTION,Do not erect truss backwards. "\CC E° PRoFFs,-,/, mac\. ANG'NE�'4 /"?' 87022PE 9r- / N rN 47 �'O, OREGO do 11/ O Oka A. HEC''. EXPIRES:06/30/2017 October 27,2015 1 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Rai" Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall -. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing,, MiTek ek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,defrvery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify CrHeria,DS6-89 and SCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755178 PL15-354_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon -- - _: - 7.530 s Jul 11 2014 Mirek Industries,Inc.Tue Oct 27 13:50:56 2015 Page 1 ID:s3rxybS_6sJgMSM2Sm_Dy9giZ-GWtypKiZlXBvbvUkv8XP3 43XtOe5rOukG2oByPA3D o-N I 1i��r-1 Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 9 A 2 - n -• 9 - F. e 0 0 m - 0 - 9 17 e - do 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 4x4= 3x6= 4x6= 3x4 = 1.5x4 SP= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND 3x5= /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 17-0-21 I 23-9-0 I 16-5-2 b-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- I18:0-1-8,Edael,129:0-1-8,Edael,130:0-1-8,Edgej LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1608/0,3-4=-1608/0,4-5=2891/0,5-6=-2891/0,6-7=3859/0,7-8=-3859/0, 8-9=4510/0,9-10=-4510/0,10-11=-4847/0,11-12=-4847/0,12-13=4859/0, 13-14=-4859/0,14-15=-4583/0,15-16=4583/0,16-17=4583/0,17-18=3948/0, 18-19=3948/0,19-20=3948/0,20-21=2879/0,21-22=2879/0,22-23=1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,3435=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=578/0,2-39=1183/0,238=0/1068,4-38=-952/0,4-37=0/846, 6-37=730/0,6-35=0/625,8-35=-508/0,8-34=0/403,1034=288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=931/0,22-28=0/841, 20-28=768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �c O P R OpF S 3)Refer to girder(s)for truss to truss connections. s 4)Required 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 .C3 tiNGI NEER '< attached to walls at their outer ends or restrained by other means. ,s.0- '44 C? 2 ° 870 2PE 9 7 crc, '0?, OREGO /e OIL 0 MBERN� �s A• HER�P EXPIRES:06/30/2017 October 27,2015 4 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. . Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web-and/orGhard.members only.Additional temporary and permanent bracing MWTek. is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fRi Quail/Criteria,DSB-B9 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755179 PL15-354 UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon -- -- - - - -` - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:57 2015 Page 1 ID:s3crybS_6sJgMSM2Sm Dy9giZ-kjQLOgjCWrJmD23xTs2ecBXGtwBFNZIA700cKdyPA3C 1 1-0-0 10- H 1 1-2-0 I Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 <i> 7 8 9 10 11 12 13 14 15 16 17 18 19 a eo ea „ ae_I///` � e N _ � %44111 / \ lc N 1 - ee e a `gX,o 1_' 29 28 27 26 25 24 23 22 21 'ZQ 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5= 3x4= 12-10-10 I 11-8-10 112-3-101 1 19-0-8 I 11&10 0-7-0 0-7-0 6-1-14 Plate Offsets(XX)- 112:0-1-8,Edael,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 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) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1508/0,3-4=1508/0,45=2627/0,5-6=-2627/0,6-7=3368/0,7-8=3368/0, 8-9=3726/0,9-10=3726/0,10-11=3737/0,11-12=3737/0,12-13=3422/0, 13-14=3422/0,14-15=-2618/0,15-16=2618/0,16-17=1511/0,17-18=1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=429/0,2-30=-1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=582/0, 6-27=0/456,8-27=313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 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. 2 8 • 2PE (9t y N�Aj, OREGO r y QMH p. OS A. HE ' EXPIRES:06/30/2017 October 27,2015 1 NI., I rs®WARNING-Verify design parameteand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use onty with Milek®connectors.This design is based only upon parameters shown,and B for an individual budding coponent,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated 0 to prevent buckling of individual truss web and/or chord members-only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and properly damage.Far general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSS-89 and BCS)Building Component Safety Information available from Truss Plate Institute,218 N.Lee Skeet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755180 1 PL15-354_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:58 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D29giZ-CvjE0kgH8RdgCe71ZZt8P3VCKfG62BJM219s3yPA3B 1 0-10-0 1 1 1-2-0 1 I 'I 9-3-131 1 2-6-0 I I t-2-0 I I 1-3-7 I Scale=1:19.8 1.5x3 I I 3x4= 3x4 114x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 7 8 3x4= 9 1 2 3 4 5 6 • •• O / e e ,� N N 7 9 e• a O 9 e 1766 16 15 13 12 11 10 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II 3x4= 4x6= 3x4 = 3-0-0 1 9-3-5 1 9-10-5 1 11-4-12 I I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edge1,17:0-1-8.Edge1,f8:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 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.18.Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6-570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=508/0,8-10=-610/0 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. �\ca ANG N �6, s/0 �� 8 • 2PE r9V- y 5. SATOREGO r 3 O ER OSA HERS EXPIRES:06/30/2017 October 27,2015 • I ®WARNING..Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. n Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and 6 for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Quarrly Criteria,DSI-89 and SCSI Budding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755181 PL15-354_UPPER Foe FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:59 2015 Page 1 I D:53crybS6sJgMSM2Sm_Dy9giZ-g5Y5R MkS2 SaU SM DJbG46hccfFkymrQ ETaiVi PVyPA3A 0- _10 I 1-2-0 ii 1-0.12 1 1 2-3-1 I I 2-6-0 II 1-2-0 II 2-3-3 Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 • - o a % N e o e a e e 1/I 18 17 18 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 I 8-8-5 19-3-5?-10-5I 17-6-0 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X.Y)— 12:0-1-8,Edgel,13:0-1-8,Eduel,14:0-3-0,Edgel,16:0-1-8,Edgel.f7:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 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 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max Uplift 19=-105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=-805/0,6-7=-1681/0,7-8=-1777/0,8-9=1777/0 BOT CHORD 15-16=499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=959/0,4-15=0/1367,9-11=1257/0, 9-12=0/661,7-12=177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)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. 6)CAUTION,Do not erect truss backwards. '<<-�,EO PRQp ��Co , GINEFR i% Q 87022PE kr 9r z#i N > y �'oj, OREG4-‘7-‘1 N q�"�N OG A. HE EXPIRES:06/30/2017 October 27,2015 1 a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/0312015 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, , '7Mill a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate this design into the overall buiding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trussesaWy Criteria,DS8-89 and 8CS1 Building Component and truss systems,see ANSI/TPII Qu 7777 Greenback Lane SafelyInformation available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Ckrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755182 PL15-354_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., - Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oat 27,13151:00 2015-Page 1 -- - ID:s3crybS_65JgMSM2Sm_D_y9giZ-8H6Tfi14pmiL4WoW8_cLEg9oj8DGawecPMEGxyyPA39 I '°0 I X6611 1-2-0 I � Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 114%.V IN V NS,IA /NI\-4."6 17 18 19 N 1,?,, 1I i \ I V 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 445= 3x4 = 12-6-14 I 11-4-14 1, 1-1 I 16-8-12 I 11-4-14 0-7-0-1 0-7-0 6-1-14 Plate Offsets(X,Y)- f12:0-1-8,Edgef,r23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (list) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Inc: YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:95 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) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=2571/0,5-6=-2571/0,6-7=-3284/0,7-8=3284/0, 8-9=3615/0,9-10=-3615/0,10-11=-3587/0,11-12=3587/0,12-13=3327/0, 13-14=3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=282/0,13-23=-406/0,2-30=1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=294/0,11-25=265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=314/0,16-22=0/698,14-22=586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 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. � GN�9s/ �co xA , 2 `t $70 2PE 91- 7 N >- N SAT OREG N rt,4 'Aor,ccMBER \1 S A. HE'�P EXPIRES:06/30/2017 October 27,2015 1 _ I ®WARNING-Verify_deergn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall '` building design.Bracing indicated rsdoprevent buckling:of-individuahtruss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quatly Criteria,DSB-89 and BCSI Building Component - Solely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755183 PL15-354_UPPER F08 FLOOR 7 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon -- - -- - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:00 2015 Page 1 - ID:s3crybS_65Jq M S M2Sm_D jr9giZ-8H6Tfi14pmiL4Wo W8_cLEg9ok8JOas4cpMEGxyyPA39 I 2-3-0 I 2-3-0 1151 11-2-0 II 1-9-11 1 2-6-0 I 8-0—d Scale=1:34.2 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x6= 354 II 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 _ 18 17 16 15 14 13 12 354= 1.553 II 3x4= 3x8= 3x8= 3x5= 355= 1 16-2-41 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)- 14:0-1.8,Edgel,115:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:90 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(ftat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=412/Mechanical,13=1537/0-5-8 Max Uplift 12=512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1736/0,3-4=-1736/0,4-5=1867/0,5-6=-1867/0,6-7=1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=-851/0,4-17=-462/88 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. �ED PROF4 < GssNER ,`� � 241., ct- 87022PE v� N 7 SAT OREGO fo LSV 90 �c48ER \' �O kJ A. Heck EXPIRES:06/30/2017 October 27,2015 a I A WARNING-Verify design parameter:and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown.and is for an individual building coponent,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeIC . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quilty Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95810 Job Truss Truss Type Qty Ply POLYGON R45755184 PL15-354 UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&:Truss Co.-, Beaverton,Oregon 7.530 s Jul 11 2014 MYek Industries,Inc.Tire Oct 2713:51:01 2015 Page 1 ID:s3crybS_65JgMSM2Sm_Dy9giZ-cUgrs2mia3gChgNiih7aml hy1 YZHJNnm20_pTOyPA36 1 1-0-0 i ♦ag2-11�-0-� 4� Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 3. 29 28 27 26 25 24 23 22 21 3x4= 4x5 = 3x5 = 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 I 11-7-10 112-2-10� I 18-11-8 I 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(XY)- f12:0-1-8,Edgel,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 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) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1500/0,3-4=1500/0,4-5=2612/0,5-6=-2612/0,6-7=-3346/0,7-8=3346/0, 8-9=3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=3396/0,14-15=2603/0,15-16=2603/0,16-17=1504/0,17-18=1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 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. c3 co- -.G N FR 9/0 2 L4 87022PE 9r / y �Aj, OREGO if,,..,141"POr,�'t�13ER �1 SA. HE.C . EXPIRES:06/30/2017 October 27,2015 4 4 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE, i" Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,riot a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t�T �> building.desigrtr_$racirg indicated:is to'prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing `''' ' Mi Iek" '_ - -' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D5B-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755185 PL15-354_UPPER F10 FLOOR 2 1 Job Reference(notional) Pacific Lumber&Truss Co. r euvaton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Taro Ott—17 16,54s0S=20.15-Page 1 I D:s3crybS_6sJgMSM2Sm_D_y9giZ-4g EE3OnKLNy3JgyuGPepJFEEKx4H2x6vGgj NOgy PA37 3x4 = 0-11-11 I I 1-2-0 I I 0-10-1 I 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 o N / \ 1.5x3 II 1.5x3 II 0 8 7 6 3x4= 3x4 = I 3-5-12 I - 3-5-12 Plate Offsets(X,Y)— f2:0-1-8,Edge1,13:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Lldefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 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) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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)8,5. 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. �ti,,,ED PROF4, ��co �NGIN,Ek- -, 2 .-c--- to 87022PE vr" / N +N tv 7 �Aj, OREGO ep @ 9O FMQER \1 No OSA. HO; EXPIRES:06/30/2017 October 27,2015 1 t mem ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. -.. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not _ „ a truss system.Before use..the bidding designer must verify the applicability of design parameters and property incorporate this designminto the overall - building design.Bracing indicated is to.prevent buckling of ir:dividual-iruss web and/or chord members only.Additional temporary and permanent bracing -. __ iTel .f --- - . - :------^-__- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Iniormalion available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type qty Ply POLYGON PL15-354_UPPER F11 FLOOR GIRDER 1 1 845755186 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:03 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-ZsocHkoy6h4wx X5g692r5nG?LDtnBy2VK-fwYHyPA36 of 10-0-1 11 2 I 1f--o-12 _I I-1 0 0 o-1 9�I 1-2 o 10.1E 11 33 1 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e • e 91 -/ \ / N ii • a. I NIN 3 31 30 29 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4= 1 1-1-0 118012-30I 3�1z I 8-8-5 BB35 1051 19{8 1-1-0 0-7-0 0-7.0 1-3-12 5-1-9 b-7-0 0-7-0 9-8-3 I mroalir \qv Plate Offsets(X.Y)- 12:0-1-8,Edgel,f3:0-1-8,Edgel,f9:0-1-8,Edge1,fl 0:0-1-8,E LOADING LOADING(psf) SPACING- 1-7 3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24 25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 99 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 6 0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=164/0-1-12,20=1315/0-2-12 Max Uplift 32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./=-3113Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=1756/0, 8-9=-1756/0,9-10=2370/0,10-11=-2900/0,11-12=-2900/0,12-13=3113/0, 13-32=-45 3/0,14-15=2995/0, 30=-452995/0, 8=0/12 2480/0,7=0/23 2480/0 BOT CHORD 31-32=450/0,30-31=-450/0,29-30=X50/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=917/0,5-29=1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=-11/251,9-27=1122/0,18-20=1819/0, 18-21=0/1654,17-21=-839/0,16-21=-438/0,16-22=0/283,11-24=266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 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 ,<<<-9 -1) �8 s D P R OFi" be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. � ��GINEF- s�� 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. �? /L The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). cr. $7022 P E LOAD CASE(S) Standard Ir- 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) rN Vert:20-32=-8,1-19=8o - ��OT OREGON qo �� Concentrated Loads(Ib) Vert:17=791(F) "P s.4,/. BER 1\ P.Q S A HECk EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. _r Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual buildiing component,not Mil . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .,...bulding design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing .-•... Met is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the A4. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qua*Criteria 058-89 and BCSI Inkling Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss TypeQty Ply POLYGON R45755187 PL1S-354_UPPER F12 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton;. ug u1- -----= _ - 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:5`_'4'9315-Page i ID:s3crybS6sJgMSM2Sm_D_I9giZ-13L_U4obt CnY76HNggHOgJIJIdIWioCk CT4jyPA35 0.��1 1-2-0 11 1-0-12 1 1 2-6-0 I 2-4-9 11 1-2-0 11 1-9-7 I Scale=1:34.0 1.5x3 I 13x4= 3x4= 3x4 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e • ee _ e -e - _ e o O i/ `- / \ N ‘I''' ! e � 'e e r 19 18 17 16 15 14 13 12 3x4=1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4= p-3-5 10.5 19-6-4 36-12 I 5-1-9 '0.7-0 0.7-0 I 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edoe1,f3:0-1-8.Edoel.[14:0-1-8,Edoel,f15:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.03 12 n/a n/a Weight:88 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift 19—166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=18/294,3-4=0/714,4-5=0/720,5-6=1980/0,6-7=-1980/0,7-8=1980/0, 8-9=-2148/0,9-10=2148/0 BOT CHORD 18-19=-294/18,17-18=-294/18,16-17=-294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=27/435,3-16=-616/0,5-16=1682/0,5-15=0/1201,10-12=1470/0, 10-13=0/849,8-14=512/54 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)19,12. 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. t�REO P R OFE1S ,.--, ��G INEFR s/6)* 870 2PE 1' N .. iv �'" �A OREGON cy�Q4/ ��C��S�BER �� Q� A- HE EXPIRES:06/30/2017 October 27,2015 I Al 4 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Nott Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall MiT2k` _ .,, _�,, ^, ys_:,, building design.Bracing indicated is tmpraventbuckling ofindNidual truss web and/or chord members only.Additional temporary and permanent bracing . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of Trusses and truss systems,see ANSI/TPII Quality Criteria,DSI-89 and ICSI Building Component Suite 109 Greenback Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755188 PL15-354_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon -...-: - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:05 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-VFvMiPpDdIKeAHgTxXBWxtskh966F1?Lzey1 c9yPA34 3x4 = 0-11-11 I I 1-2-0 I I 0-9-5 I 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 Is_ IH II III iirt, -/ 1.5x3 II 1.5x3 II 8 FA 7 6 5 3x4= 3x4 = I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— f2:0-1-8,Edge1,13:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 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 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 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. ���ED PROFen ,c;; tiNGINEF9 io9 870 2PE 2'yAc'Or,,OREGO ":P'c..‘1,1 C' MBEs \1 r OS A. HEC;' e4 EXPIRES:06/30/2017 October 27,2015 t S ..r ®WARNING-Vadfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I» Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall <buildingdesign_Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing` MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 QuaHy Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus H9latda.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 14 (Drawings not to scale) offsets are indicated. Damage or Personal Injury MMDimensions are in ft-in-sixteenths. lighli. Apply plates to both sides of truss ,1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For �'146" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor O ., p0 bracing should be considered. I_� O �� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 6111 111 11 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cla .7 css designer,erection supervisor,property owner and plates 0 'hd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESRI988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior � (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *111111.0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IN OM18.Use of green or treated lumber may pose unacceptable r;, ►— environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. 'Tell( is not sufficient.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. 10/03/2015 .... ler MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-A 10-22-15 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: K1487122 thru K1487139 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. <cckk PR OF Fs� 44. 89782P �'` 9,,OREGON ti,c', 9 AIRY '1 /... October 26,2015 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 ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. TON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 POE' Ground Snow (pg) Truss designed forwind loads in the plane of the truss only. 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 Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-03 4-03 1 1 T 12 IIM-4x4 12 14.00 2 14.00 DESIGN ASSUMES SHEATHING TO ONE FACE. 0 0 11 0 1 il 0 I f-- -/ 4 5 y 1-00 1 8-06 y 1-00 y 06., 6,:f1 89782PE <'e JOB NAME : POLYGON 3410-A NH - Al Scale: 0.3929 "-t WARNINGS: GENERAL NOTES, unless othenvhe noted ,,,y (/ OREGON Truss: A 11and WaBuilder nt nge before conerestOn �Nruclbnctor ould be commencessstl of el General Notes bbuulding component pps deeign Is based pllicability of design parameters an the parameters shown ^nd proper Individual {.�l �p5.i g'.J 2.2a4 compression web booing must be Petaled where shown+. incorporation of component to the responsibility of the buflding designer. AdY.. ,�y V ,,N 3.Addelonal temporary bracing to Insure etablNy during construction 2.Design and al t/a the top and bolt'5 chorda to be througaterallyhout Owed at N gra responsibility of the erector.Additional permanent bracing of a o.e..ru al ee o.e ranob.,ply unless booed Ihroughoul their length by DATE: 10/26/2015 the overall structure 1s me responsibility of the bddng designer. 3.Sc impact br'gtng or lateralbacing requiredd sheathere sownctlrywel(BC). �J/b 1 +1 � p. tong or arenas bracing where shown++ �""{lJ L. SEQ.: K1487122 4.Noload should beapplied toany component until after.Xbraangand 4.Installation of was is the rotcbeeofthe raspadsecontractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to bit used in a noncorrosive emhonment TRANS ID: LINK design loads be applied to any component. ends,.for dq eondltinrf of ass. 5.CompuTru.has nocontrol over and assumes noreeponathe 8.Da«nessumes atbssnng.t.Xsapped.shown.shimoreedS.If EXPIRES: 12/31/2016 ssa fabrication,handling,shipment and inetall.gon of components. y' 7.Design assumes adequate belt,feces s eftruss,d.an October 26,ZO 15 8.This design Is furnished subject to the limitations eel forth by 8.Plates shall be lodletl on both faces of was,and placed so their center TPVWTCA in SCSI,copies of wash will be furnished upon request. Nies coincide with Joint center lines. Rek USA,Inc./Com Trus Software 7.6.7 1L E 9.Digits Indicate size of plate In inches. M W ( )- 70.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 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-210) 121 5-6-(-182) 181 5-1=(-292) 162 3-7=(-475) 192 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-295) 133 6-7=( -29) 41 1-6=( -53) 156 WEBS: 2x4 KDDF STAND 3-4=( -6) 146 6-2=( -66) 99 LOADING 6-3=) -73) 153 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -46/ 317V -219/ 195H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -66/ 512V 0/ OH 5.50" 0.82 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 29 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL = -0.001" @ 8'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 8'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.095" @ 5'- 3.3" Allowed = 0.380" MAX TC PANEL TL DEFL = 0.152" @ 5'- 1.7" Allowed = 0.570" 3-03 4-03 MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" T 1' 1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 9.3" 12 12 M-4x6 14.00 7 14.00 Design conforms to main windforce-resisting /// 2 4.0" system and components and cladding criteria. AK ♦ Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, j (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, ?" Truss designed for wind loads in the plane of the truss only. M-3x4 f 114 M-3x4 0 C,1 01 I I,ME 1,allilti M-1.5x3 M-3x6 M-1.5x3 3-03 4-03 •,q,..r PROFF j 7-06 y1-00 y .C3 \AGINE' `'/`0 `t' :9782PE r JOB NAME : POLYGON 3410-A NH - A2 ,i -or Scale: 0.3413 WARNINGS: GENERAL NOTES, unless otherwise noted L.."a� {gyp ry/+y �4 1.Balder end eredbncontractor should be advised dal General Notes 1.This design Is based only upon the parameters shown and Is for an individual J4,OREGON (r �. Truss: A2 and Warnings before construction commences bullring component,Applicability of design parameters and proper /a,J / 2 2.214 compression web bredng must be Instated where shown.. incorporation of component Is the responsibility of the building destgner. "� G/1 E V 3,Additional temporary bracing to insure stability during construction 2.Design assumes me tap and ha8am e,,choba to be laterally entad al '''T7iy ::,•s1 t, lathe responsibility oldie aradar.Additional m bracing of 2 a c.and at 10 oin re008,,ply unless braced throughout thele length by V span iy c permanent continuous sheathing such es plywood aheething(TC)and/or drywall(BC), PA I I L DATE: 10/26/2015 the overall structure Is the responsibility of the balding designer. 3,2e Impact bridging or Ater&bredng required where shown.. 4J SEQ.: K1487123 4.No load should be applied to any connpenent antI elton ci bracing end 4.installation hmsIsttherespeoeb,Hyefthero�rclivecontr contractor. nil, fasteners are complete and at no time should any bade greater than Design design bads be applied to any component. and are for"dry condition"of use. [] [ TRANS I D: LINK 5.CompuTrus has no control over and sesame,no responsibility or the 8.Design assumes MI bearing al al supporta shown.Shim or wedge It ` II,�p EXPIRES" 12/31/2016 ry tsbrtcatlon,handling,shipment end installation of components. 7.Designecesn assumes adequate drainage k prodded. ('5 4 1s ,r 26,2015 6.Thla design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of thus,and placed so their center TPUW1CA in SCSI,copies of which.40 be famished upon request. Ines coincide with Joint center lines. 9.Digits indicate she of plate In Inches. MITek USA,Ina/CompuTrue Software 7,6.7(1L)-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 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-113) 180 6-3=(-441) 292 WEBS: 2x4 KDDF STAND 3-4=(-165) 87 3-7=(-341) 344 LOADING 4-5=( -52) 8 7-4=(-147) 184 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" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSP Ground Snow (Pg) 0'- 0.0" -37/ 439V -196/ 390H 5.50" 0.70 KDDF ( 625) 7'- 6.0" -317/ 463V 0/ OH 5.50" 0.74 KDDF ( 625) M-1.5x9 or equal at n -structural BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE vertical members (uon)n LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 4-01-12 3-04-04 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" .8' .0' f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 12 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" M-1.5x3 5 14.00 P7 MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" M-3x5 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" J MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" M-1.5x4 Design conforms to main windforce-resisting system and components and cladding criteria. 04 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Only left end vertical is exposed to wind, 3 $ Truss designed for wind loads �` in the plane of the truss only. 1" ui M-2.5x9 or equal at non-structural diagonal inlets. 0 oTruss designed for 4x2 outlookers. 2x4 let-ins ti of the same size and grade as structural top chord. Insure tight fit at each end of let-in. outlookers must be cut with care and are permissible at inlet board areas only. M-1.5x3 f I ti I co 1 0 I aaMMMMMMMMMMMMMEMIleal M-3x4 M-3x4 E0 PR p1s J. J, 7-06 0y 3 �,� NG'N��� �0 4- 89782PE �<` JOB NAME : POLYGON 3410-A NH - A3 • Scale: 0.2889 '' - . T. ) NW WARNINGS: GENERAL NOTES, unties olMrMse noted: f/j!'//L ( /'y IL' Truss: A3 1.Builder end erection contractor should be advised of el General Notes 1.Ibis design is based only upon the parameters shown and h for an individual 9 OREGON IS" end Wamtgs before construction commences. building component.Applicability of design parameters and proper 4,6 2n •Ir 2.Or4 compression web bradsg must be Mailed counts shown h Incorporation of component lathe responsibility of the building Designer. 1149: V/4, • A 6 4 3.Additional temporary bracing to Insure stebtiny during construction 2 Design end et Ip the top ars bosom dhotis to be laterally braced at 'l is the responsibility of the erector.Additional pemhenenl bracing of 7 o.c. al 10 c.c.respectively unless braced throughout their length by /[{r DATE: 10/26/2015 the overall Mudma lathe responsibility of the building designer. continuous0Mad ahgor suebadng required h as euiredshanadrywal(BC). PA �� 3.2a Impact bridging or lateral bradtp requiretl where Mown++ A l,/L. SEQ.: K 14 8 712 4 4.No bad Mould be applied to any component anti alter al bracing and 4.Installation of buss is the responabilty of the respective comrador. fasteners are complete and at no time should any loads greater than 5.Design assumes tenses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end aro for"dry condition"of use. 5.CompuIrue has no control over and assumes no responsibility for the 6.Design assumes MI bearing et an support shown.Seim or uetlpe I! EXPIRES: 12/31/2016 y. fabrication,handling,shipment and Instsiletion of components. sign m 7.Designassumeletledon drainage is provided. October 26,2015 8.This design h furnished subject to the limitations sal fodh by e.Pates Man be located on both feces of trues,end placed so their center TF W.'ICA In BCSI,copies of which vel be furnished upon request. Ines coincide MI joint center lines. B.Digits Indicate size of plate In inches. MITek USA.Ane./CompuTrus Software 7.6.7(1L)-E tO.Far basicannector plate design values we ESR-7311.ES114B88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-113) 180 6-3=(-441) 292 WEBS: 2x9 KDDF STAND 3-4=1-165) 87 3-7=(-341) 344 LOADING 4-5=( -52) 8 7-4=(-147) 184 TC LATERAL SUPPORT <= 12"OC. 1100. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. EL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -37/ 43917 -196/ 3900 5.50" 0.70 KDDF ( 625) 7'- 6.0" -317/ 963V 0/ OH 5.50" 0.74 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. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-01-12 3-09-04 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" '1 f '( MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 12 M-1.5x3 5 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" 14.00 7 '-/ MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" MAX HORIZ. TL DEFL= -0.001" @ 7'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, Only left end vertical is exposed to wind, Truss designed for wind loads * in the plane of the truss only. ti II N O I 0 1-1 M-1.5x3 W 0 ti / - 1 6 �7 M-3x9 M-3x4 �� tisPRppfis 11-00y 7-06 0k 3 � 61 tNGtNE •9 •' :97g2PE c" JOB NAME : POLYGON 3410-A NH - A4 ro.• Scale: 0.2951 ,v WARNINGS: GENERAL NOTES, unless otherwise noted � /j ,(+�`I 1.Builder and erection contractor should be mislead of all General Notes 1.This design is based only upon the parameters shown and h for en individual -9 - $REGOt V (4 Ns Truss: A4 end Wamings before construction commences. building component.Applicability of design parameters and proper 1116,, i 5) 2.254 compression Web bradiq must be Installed where shown+. Mcorporelbn of component Is the responsibility of the building designer. 7'4. ' C!A R Y A f s" , 3.Addiionel temporary bracing to Insure stability dunng construction 2.Design esaumee the lop end bottom unless ion to be hteraly braced et 7 'l J NI Is the responsibility of the eredor.Additional permanent bracing of 2 ntino.and at es10'c.c.rsech..plyseds braced(TC)and/or their length).by PA U L. ,w\ continuous edging or such•e adng a mlrere s antl/or tlrywaW(BC). `+'t DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. J.Zr Impact bddging or lateral bredng required where shown+. SEQ.: K 14 8 712 5 4.No bad should be applied to any component until alter all bradng 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 nen<nrrosve environment TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. B.Design assumes Nil bearing at all eupparts down.shim or wedge if EXPIRES: 5.CompuTrus hes no control over and assumes no responsibility for the EXPIRES: 12/31/2016. cossery. fabrication,handling,ehipnrenl end installation of components. 8.This design is fumiehed eubJeet to the limitations set forth by 8.Design shell be located uoneboth ifaces of truss.nage is eand placed so their center October 26,2015 TPI1WTCA In SCSI,copies of which edO be furnished upon request. Ones coinelde with Joint center line. B.Digits indicate size of plate In inches. MiTek USA,Ino./CornpuTrus Software 7.6.7(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 14'— 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 RODE p16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF Nl6BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-04-08 7-04-08 T T '1 12 11M-4x4 12 14.004L 14.00 , ll111iIIlh , , 2 111111111 II 0 0 M-3x4 M-3x4 4.!e, O PRape0,0 k1-00y 14-09 y1-00y c~� �GINE_�Q /C2 89782PE T JOB NAME : . POLYGON 3410—A NH — B1 • Scale: 0.2919 •i� "���CG/'J WARNINGS: GENERAL NOTES, unless otherwise noted: V ' �4, 1.Builder and median contrador should be advised of el General Notes 1.This design Is based only upon the paremeters Moven and le for an Individual "5��' OREGON" � Truss: B1 and Wammgs before construction commences. building compenem.Applicability of design peremeters and proper j 'a 2.54 compression web bracing must be Installed where Moven a. Incorporation of component is the responsibility of the buN0ing designer. .A A h�:Alb . at 3.Additional temporary bracing to Insure daddy during construction 2.Design and.1assulO the tap and bottom shares to be laterally braceden 7 'l("f J _\C' by Is the responsibility of the erector.Additional permanent bracing of 2 ntinn. s ea hin.reach as ply woods dated(TC)an cat their all(B). conmpact sheathing later.as ening re uired where s con a drywaA(BC). r A..U�. DATE: 10/26/2015 IM overall structure is the responsibility aline building designer. 3.Zt Impact bridging or lelerel bracing required where Moven�• l'1 SEQ.: K1487126 4.No road should be applied to any component until after al bracing and 4.Installation elAsna wentasls its the ass a siblityyrline nasspectivevee actor.environment, fasteners are complete end at no time should any bade greater then and grit for"dry Misses re use. TRANS I D: LINK design beds be applied to any component. 8.Design aerumee bit bearing at all supporta shown.Shim or wedge 1! mamas5.CompuTrus has no control over and mamas no responsibility for the �earry. EXPIRES: 12/31/2016 lebrkation,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Inns,and placed as their center TPIWTCA in SCSI,copies of whkh will be fwmbhed upon request. Ana.coincide with joint center lines. 9.Digits Indicate 1424 of plate in halms. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design vela.,we ESR-1311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF jj1&BTR LOAD DURATION INCREASE = 1.15 I- 2=1 0) 86 2- 8=(-73) 426 3- 8=(-235) 254 BC: 2x4 KDDF R16BTR SPACED 24.0" O.C. 2- 3=(-620) 187 8- 6=(-62) 335 8- 4=(-235) 956 WEBS: 2x4 KDDF STAND 3- 4=(-481) 247 8- 5=(-235) 254 LOADING 4- 5=(-481) 247 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-620) 187 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 POE' Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -134/ 734V -261/ 261H 5.50" 1.17 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 9.0" -134/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-04-08 7-04-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.010" @ 7'- 4.5" Allowed = 0.692" MAX LL DEFL = -0.002" @ 15'- 9.0" Allowed = 0.100" 3-08-12 3-07-12 3-07-12 3-08-12 MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" 1" f 1 f "1 MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.439" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.005" @ 14'- 3.5" 14.00 7 7\14.00 MAX HORIZ. TL DEFL = 0.007" @ 14'- 3.5" 44.0" § i Design conforms to main windforce-resisting system and components and cladding criteria. en Wind: 190 mph, h=23.5ft, 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-1"5x3 M-1.5x3 0 0 B o M-3x4 M-3x8 M-3x4 • o 1 7-04-08 j 7-04-08 1 4�Av �Fit$'f y1-00 14-09 ,i' ;• .�Gt3 F� p� 8.782PE <• ' JOB NAME : POLYGON 3410-A NH - B2 • Scale: 0.2539 #• -07 �� WARNINGS: GENERAL NOTES, unless otherwise noted �� GI p" /1/'�(�� X40 1.Builder and erection contractor ehould be advised of ail General Notes 1.This design N based only won the parameters shown and b for en Individual •'7 OREGON y Truss: B2 and\Naming,before consiruclion commences. building component Applicability of des tin parameters and proper �1/ (t© � 2 2e4 compression web bredng must be instated where shown Incorporation of component is the responsibility of the building designer. sail 04A Y Ab V 3.AddEenal temporary bracing to Insure stability Axing construction 2.Design assumes 1M top and bottom choles t°be laterally braced et 7 _4 Is the responsibility of the erector.AtltlHfonel permanent bracing of en°.and d 10 oats such unless braced throughout their length by V DATE: 10/26/2015 the overall structure Isthe ro No ngdesigner. 3,24IIm ctdgorltralbredegresie esho°'°wn: This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-09-00 GIRDER SUPPORTING 39-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6010) 1394 1- 6=(-839) 3572 1- 2=(-6010) 1394 4- 8=( -624) 2930 BC: 2x6 KDDF #1&BTR 2- 3=(-3954) 1006 6- 7=(-830) 3550 6- 2=( -626) 2930 4- 5=(-6010) 1344 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3954) 1006 7- 8=(-796) 3550 2- 7=(-1718) 520 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6010) 1344 8- 5=(-750) 3572 7- 3=(-1454) 5668 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 14'- 9.0" V 7- 4=(-1718) 520 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 967.7)+DL( 338.0)= 805.8 PLF 0'- 0.0" TO 14'- 9.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1497/ 6914V -228/ 228H 5.50" 10.26 KDDF ( 625) Jr' ( 2 ) complete trusses required. 14'- 9.0" -1997/ 6419V 0/ OH 5.50" 10.26 KDDF ( 625) Join together 2 ply with 3"0.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. \A/ 9" oc in 1 row(s) throughout 2x4 top chords, /X\/X� 6" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. 9" oc in 1 row(s) throughout 2x9 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.035" @ 7'- 4.5" Allowed = 0.692" MAX TL CREEP DEFL = -0.071" @ 7'- 9.5" Allowed = 0.922" 7-04-08 7-04-08 MAX HORIZ. LL DEFL= 0.012" @ 14'- 3.5" 1' '' f MAX HORIZ. TL DEFL= 0.020" @ 14'- 3.5" 3-10-08 3-06 3-04-04 4-00-04 Design conforms to main windforce-resisting 12 12 M-4x6 system and components and cladding criteria. 14.00 V a 14.00 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1I P1 '� load duration factor=l.6, Y Truss designed for wind loads {I in the plane of the truss only. M-4x12M-4x12 z M-1.5x3 M-1.5x3 • rMilleilY 1 6 a 7 8 o M-4x10 M-3x8 M-7x10 M-3x8 M-4x10 o h�y(� y 3-10-08 y 3-06 y 3-06 y 3-10-08 y <('' � , r OfiCAs y 14-09 ). c�� _",,.. L�'�� /0�� " 89782PE r'" JOB NAME : POLYGON 3410-A NH - B3 . Scale: 0.2691 • 1" \ MAW' WARNINGS: GENERAL NOTES, unless othenbee noted. C ' �4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and N for an Individual ,.y "q' f OREGON Truss: B3 and Wambps before conehucibn commences. building component.Applicabilityul design parameters and proper �► 2 2.254 compression web brads must be installed where shown.. Incorpontbn of component is the resporWblltY of the budding designer. .r f1 IM ly,l A f <¢ .. 3.Additional temporary bracing to Insure at.bllity during construction 2.Design and 5110mes the top end bottom shahs b be Literally braced et 7 "7 sl Y :7 -t Is me responsibility of Uro erector.Additional permanent bracing of continuouT o c. et f 0 As sash c respectively unless braced throughout their bnglh by V DATE: 10/26/2015 the overallebueture la the r responsibility of the building de 2rImpat sheathing suchesaciing red uirsd tters,ovng(TC) elor drywaA(BC). /i' f1 �` expo ng algner. 3.b Impel bridging or lateral bracing required where shown.. �'{t,7 1.. SEQ.: K1487128 4.Ne road should be applied to any component until after al bradng end 4.Installation of ttIs Issseethe rceapobblbyf to be used the h nesperonoive contractor. cat fasteners are complete and at no time should any b4.Design greater than end gae assumes t niussesor 4dry of use. TRANS I D: LINK destgn loads be applied to any component. 8.Design assumes fug bearing at supports shown.Shim or wedge if 5.CompaTre has no control over and assumes no res ponsbbdeyfo the Poe„ry. EXPIRES: 12/3112016. labrkatbn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 I.This design is furnished subject to Be limitation sat forth by 8.Plates shall be bested on both faces of truss and placed so their center TPI TCA In SCSI,copies',which wilt be furnished upon request. Ines coincide with john center Ines 0,Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Milk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 1005. LL( 25.0)+51,( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Bit'), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 19-08-08 19-08-08 4 4 4 13-01-12 6-06-12 6-06-12 13-01-12 4 4 1 T 4 12 RIM-4x4 12 7.00 1;7' 3 Q 7.00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOPi� OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN TH TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION M-3x5(S) M-3x5(S) POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE lIlilIllI .. jiiIIIIIl: o o ,dIIIIIIIIIIIIIIIIIIIIIIIIIIIIIoRN M-3x5(5) M-3x4 M-3x4 • r ,� 19-08-08 19-08-08 c �4 G Nt'fiFss/p 1-00 39-05 <(j p• 11j-00 � _ .782PE 8 A— JOB NAME : POLYGON 3410-A NH - Cl • Scale: 0.2151 WARNINGS: GENERAL NOTES, unless otherwise noted: 10 1.Builder and erection contractor should be advised dal General Notes 1.This design is based only upon the parameters shown and is for an individual 17X•OREGON �yN Truss: Cl and Warnings before conMruction commences, building component.Applicability of design parameters and proper ► "d Y ‹i ' incorporation 2.2x4 compression web bracing must be Installed where shown.. Incerporalbn of component Is the responsibility of the building designer. 1'Ae GAIR Y A V 4 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be roordy braced at 77 • is the responsibility of the erector.Additional permanent bracing of 2'o,c,and at ea10'a n.respectNely unless braces throughout their length by //++r. t (%jl DATE: 10/26/2015 the overal structure la Mer 25Mmactuous shgingl or aterlbas acing re uirewheresownthing(TC) ar drywep(BC). —AUL sepondbBtyoftin building bracing 3.2x Impact bridgingor lateral brsdrprequiredwhereshown.. SEQ.: K 14 8 712 9 4.No bad should be applied to any component until aper ell bracing and 4.Installation of bias la the roygnelblllty of the reapedrve contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used Inc noncorrosive environment, TRANS ID: LINK deelgnloads beappit dtoanycomponeM. and are for"dry cenamon"oruse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Nil bearing at all supports shown.Shim or wadpe if EXPIRES: 12/31/2016 2/31/2016 fabrication,handling,shipment and installation of components. sn as EXPIRES: 7.Pestgnassumesadequate enbodrainage hprovided. OCIOUef 26,2015 p.This design is furnished subject to the limitations est forth by S.Plates eheA be located on bath fees of truss,and placed so their center TPINVTCA In SCSI,copies or which will be furnished upon request. Ines coincide with joint center Knew MITek USA,Inc./CompuTrus Software 7.6.6(10-E 1U For gitsbasic �nsbeha`pplate Ignca pp sign values see ESR-7317,ESR-1888(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-373) 2318 3-10=(-291) 218 BC: 2x4 KDDF 8103TR SPACED 24.0" O.C. 2- 3=(-2655) 598 10-11=(-230) 1927 10- 4=( -39) 557 WEBS: 2x9 KDDF STAND 3- 4=(-2398) 595 11-12=(-235) 1806 4-11=(-795) 289 LOADING 4- 5=(-1698) 498 12- 8=(-383) 2168 11- 5=(-312) 1306 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1698) 998 11- 6=(-745) 284 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2398) 545 6-12=( -39) 558 TOTAL LOAD = 42.0 PSF 7- 8=(-2655) 548 12- 7=(-291) 218 OVERHANGS: 12.0" 12.0" B- 9=( 0) 57 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 KDDF ( 625) ICOND. 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 = -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL = -0.260" @ 19'- 8.5" Allowed = 2.567" MAX LL DEFL = -0.002" @ 40'- 5.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 40'- 5.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 I f f Design conforms to main windforce-resisting 6-10-09 6-05 6-05 6-05 6-05 6-10-09 system and components and cladding criteria. I f f f f f f 12 12 Wind: 190 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 p 4 7.00 4.0" load duration factor=l.6, 6 .0 Truss designed for wind loads in the plane of the truss only. M-5x6(5) \1 M-5x6(S) 0.259 0.25" )5X31AiA5X3 N AgAillillik& Ahliiiiiiiiiiih.... ut 0 0 14. 3x6 M-3x9 •25" M-3x4 M-3x6 8 4,i'<, O O�[e n M-5x8(S) o V GINE r J• 10-01-01 y 9-07-07 y 9-07-07 y 10-01-01 y C� "�'N '? p�j. 1-00 39-05 1-00 4t 89782PE 1r JOB NAME : POLYGON 3410-A NH - C2 , ,,r!'r +�"" • Scale: 0.1901 101, WARNINGS: GENERAL NOTES, unless otherwlee noted. 5/ 4) 1.Builder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters Mom end h for en Individual 1j(,OREGON ham' �},... Truss: C2 and Warnings before construction commences. balding component.Applbebtsy of design parameters and proper y/' 2.254 compression web bnadng must be installed where shown o. 2.Design incorporation sumer the and isthe chords io bet laterally brree«a designer. .T V4 y ,t b �' f 3.Additional temporary bredng to Insure slaMlby during construction 7 o.c.end et 16 a.c.respectively unless braced throughout their length by !f{ `� Is the respensib8by alba erector.Additional permanent bredng of continuous sheathing such es plywood aheathbg(TC)and/or drywaO(BC). • PA U t +�`. DATE: 10/26/2015 the overall structure la the responsibility of the balding designer. 124 Impact bridging or lateral bredng required where shown•e L SEQ.: K 14 8 713 0 4.No load sauR be applied to any component until alter al bradng and 4.Installation of truss Is the esponelbllly of the respective conceder. fasteners are complete and at no the should any loads greeter than 8.Design assumes trusses are to be used m a nonconosive environment, TRANS ID: LINK design loads aapptedto any componem. ander for^ary condition.ofuse. 5.CompuTrus hes no control over end assumes no roaponsiblitiy for the 8.Design assumes full bearing at al supports savor.Shim or wedge If necessary. 6l EXPIRES: 12/31/2016 fobr desIg Is fu handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. October 26,2015 8.This dehgn Is furnished subject to the IlmbNbm set forth by 8.plates shalt be hated on both faces of truss,and placed as their center TPNVICA In 8051,copies of which Mill be furnished upon request. Anes colndde with joint center linen 9.Digs Indicate she of plate In Inches. MiTek USA.Ino./CornpuTrus 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 and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1RBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-692) 3903 11- 3=(-173) 1251 7-16=( -89) 664 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-9596) 859 11-12=(-619) 3449 3-12=(-990) 280 16- 8=(-340) 297 WEBS: 2x4 KDDF STAND 3- 4=(-2929) 569 12-13=(-360) 2470 12- 4=( 0) 365 LOADING 4- 5=(-2366) 551 14-15=( -10) 75 4-13=(-612) 198 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2404) 711 15-16=(-223) 1731 5-13=(-431) 295 BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1682) 508 16- 9=(-376) 2167 14-13=( 0) 99 TOTAL LOAD = 42.0 PSF 7- 8=(-2416) 570 13-15=(-139) 1299 OVERHANGS: 12.0" 12.0" 8- 9=(-2655) 545 13- 6=(-385) 1177 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 57 15- 6=(-132) 773 15- 7=(-730) 287 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -293/ 1769V -276/ 276H 5.50" 2.83 KDDF ( 625) 39'- 5,0" -293/ 1770V 0/ OH 5.50" 2.83 ROOF ( 625) IC 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 = -0.182" @ 13'- 0.9" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.4" Allowed = 2.567" MAX LL DEFL = -0.002" @ 40'- 5.0" Allowed = 0.100" 19-08-08 19-08-08 MAX TL CREEP DEFL = -0.003" @ 40'- 5.0" Allowed = 0.133" 2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-09-09 MAX HORIZ, LL DEFL = 0.101" @ 38'- 11.5"MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 12 12 7.00 7 M-6x8 Q 7.00 Design conforms to main windforce-resisting 6.0„ system and components and cladding criteria. 6 .F,( 111 Wind: 190 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 0.25" Truss designed for wind loads M-1.5x3 in the plane of the truss only. M-5x6(5) 0.25" 9 M-1.5x3 M-3x6 o M-3x8 am N c 1} 12 a. M-5x8 M-3x4 0 13 ee ••\o 4,1 ii of M-6x8 15.25" M-3x4 M-3x6 1 GI 3.75 M-1.5x3 M-6x8(S) 12 l 1 l l l , yp PRQp�. ). ), os -08 5-01-04 5-06-08 y 6-07-04 9-08-05 10-00-03 l l �� NGIN E:. 0 1-011-05-08 10-06 26-05-08 y 00 �t� 39-05 89782PE fir. JOB NAME : POLYGON 3410-A NH - C3 .. .-_,*<-'•. ' • Scale: 0.1400 WARNINGS:ulderGENERAL1.761. Isb, unless upon the ae ramete. (/, OREGON Truss: C 3 and and s before wnlrador on no be advised of an General Notes This design Is based onlypl upon the parameters err moven and Is for r ed vewl F ((��) antl Nhminps before censbuntlan commences. building component.Applicability of design aerometers and proper f rt" 2.De comproslon web bredng must be Inhaled where shown+. Incarporallon of component Is the responsibility of the building designer. .{j �d 4 y .r ",(}! 3.Additional temporary bnaoing to Insure stability during construction Z Design assumes IM top and bottom chords to be etemlty braced at 7 J Is the responsibility of the erector.Additional permanent bracing of T o c and at 70 a.c.each as ansae braced throughout their length by ` DATE: 10/26/2015 the overall structure la the responsibility of the building designer, TxcoImpectdgig sheathing suchlb aciplyng reuire%ane hot.0r dryweA(SC). • PA�1 �\ 3.In talltio bridging or therelpladngity of the wherethe contractor. {., SEQ.: Ki9 8 7 131 4.No load Shoup be applied to any component until eller all bracing and 4.Installation dims Ie the responsibility of the rospedNe wntrador. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, desi bads be d to anynt. end are for"dry condition"of use. ley/q.q)v]/{.q TRANS ID: LINK gra pileaampane 8.Design assumes full bearing at al supporta shown.shim or wedge If EXPIRES: 2/47AT.'L sl1 5.Campania hes no control over and assumes no responsibility for the 6 neceegry ebrlcegon.handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. October 26,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both races of truss,and placed so their center TPINVICA In SCSI,copies of which Nig be rumehed upon request Ines coincide with Joint center lines. 8.MiTek USA.Inc,/CompuTrus Software 7.6.6(1L)-E 10.DeIndicateigits orplate In igcnes For basic connector plate design values sea ESR-1317.ESR-7 gag(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-751) 3890 10- 3=(-192) 1297 14- 7=(-732) 286 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4597) 893 10-11=(-672) 3937 3-11=(-987) 293 7-15=(-101) 670 WEBS: 2x4 KDDF STAND 3- 4=(-2930) 569 11-12=(-384) 2468 11- 9=( 0) 365 15- 8=(-395) 264 LOADING 4- 5=(-2366) 551 13-14=( -10) 75 4-12=(-611) 198 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2405) 717 14-15=(-229) 1732 5-12=(-431) 295 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1682) 513 15- 9=(-395) 2171 13-12=( 0) 94 TOTAL LOAD = 92.0 PSF 7- 8=(-2419) 589 12-14=(-139) 1292 OVERHANGS: 12.0" 0.0" 8- 9=(-2657) 564 12- 6=(-390) 1177 LL = 25 PSF Ground Snow (Pg) 14- 6=(-131) 774 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -295/ 1773V -266/ 273H 5.50" 2.04 KDDF ( 625) 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) . 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1.- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 0.4" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.4" Allowed= 2.567" MAX HORIZ. LL DEFL = 0.102" @ 38'- 11.5" 19-08-08 19-08-08 MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" f2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 j' T '1' f ' T f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 M-6x8 Q 7.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 'F'/ load duration factor=1.6, Y! M-5x6(5) Truss designed for wind loads in the plane of the truss only. 0.25" M-1.5x3 7 s M-5x6(5) 0.25" 4 AlppM-1.5x3 M-3x6 3 M-3x8 u�- ,n 4. �. 11 12• 1 M-5x8 M-3x9 'o� 7 M-6x8 04.25" M-3x4 M-3x6 *� �i 0 0 0 M-1.5x3 M-6x8(S) 43.75 f y 2 X105-0y 5-01-04 y 5-06-08 y 6-07-04 y 9-08-05 y 10-00-03 y CJ` ` IN- �+ \"G,INE cS/ 1-033-05-08 10-06 26-05-08 C ' ' y y � 39-05 :9 82p E r JOB NAME : POLYGON 3410-A NH - C4 Scale: 0.1330 Vi" WARNINGS: GENERAL NOTES, unless otherwise noted: CI..�dr OREGON 40 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon gra parameters shown and h for an Individual 7X' - ;-- Truss: C 4 and Warnings before constntc en commences. bntding component.Applicabllty of design parameters and proper Z'r "Y 0 Q` 2.294 compression web bracing must be installed where shown A. incorporation of component Is the responsibility of the bfly Ingler.designer. 4� •R Y A k.+ 3.Additional temporary bracing to mare stability during construction 2.Design assumes the lop and bottom dards to be laterally braced el is the responsibility of ihs erector.Additionalpermanent bred f 7 o.c.and at.s o e reapedeely unless braced throughout their length by I�, rg o continuous edging or such as plywood ng(TC)and/or drywall(BC) 1 /�.1'L '' DATE: 10/26/2015 the overall structure Is the responslbAlty of the building designer. 3.24 Impact bridging or lateral bredng required where shown 44 �"{l,/L SEQ.: K1487132 4.No load should beapplied toany component umialter all bradngand 5.4. lationofboesisttM.eeponsIb be e4tth��drw.ceere�n.m, fasteners are complete and et no time should any loads greater manDesign assumes design beet be applied to any component. end are for"dry condlilon"of use. TRANS I D: LINK s.compuTrue has no control over and assumes no responsibility for the 6.Design assumes acts bearing al all supportsMown.Shim or wedge if EXPIRES: 12/31/2016 2/31/201 6 Iebnoatiun,handling.shipment and inetallatien of components. cegn attunes 0 G+t7 L 4� V 7.Design sal bees adequate lendrainage h provided. October 26,2015 6.TMs design Is NmlaMd eubfect to the limitations set forth by B.Plates shall baled an both levee of trued,and placed so their center TPANTCA In SCSI,copies of which PAA be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate she of plate In Inches. Mir elf USA,Ino./CornpuTfus Software 7.6.6(1L)-E II.For basic connector plate design values see ESR-1311.ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 ROOF #160TR LOAD DURATION INCREASE = 1.15 1- 2=( O) 57 2- 9=(-391) 2311 3- 9=(-291) 218 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2656) 598 9-10=(-243) 1920 9- 4=( -39) 557 WEBS: 2x9 ROOF STAND 3- 4=(-2399) 545 10-11=(-234) 1807 9-10=(-745) 284 LOADING 4- 5=(-1699) 498 11- 8=(-404) 2172 10- 5=(-317) 1307 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 503 10- 6=(-747) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2401) 565 6-11=( -55) 563 1 TOTAL LOAD = 42.0 PIP 7- 8=(-2658) 570 11- 7=(-294) 238 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -294/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) ICOND. 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 = -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL = -0.260" @ 19'- 8.5" Allowed = 2.567" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 f f Design conforms to main n windforce-resisting 6-10-09 6-05 6-05 6-05 6-05 6-10-09 system and components cladding criteria. T T T T T T T 12 12 Wind: 190 mph, h=29.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 17' Q 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 ¢,y in the plane of the truss only. M-5x6(5) 3.1 M-5x6(5) 0.25" 0.25" y +1 M-1.5x3 \Op M-1.5x3 3 + + \ . / sr' id) 0 0 I 1 ^M-3x6 M-3x4 1P.2" M-3x4 M-3x6 .'8I PR/� M-5x8(S) ( 0 VFe 8 -7 1 00 10-01-01 9-07-07 39-05 9-07-07 10-01-01 1 _ 19 .(" :9782PE r` JOB NAME : POLYGON 3410-A NH - C5 ..+, ..0111.0"Scale: 0.1580 • / WARNINGS: GENERAL NOTES, odeas otherwlae noted: V ('� / t) 1.Bader and erection conlre dor should be edvlaed of al General Notes 1.This design Is based only upon the parameters shown and is for an individual y 'q4,OREGON vy tl.y, Truss: C5 and Warnings before conduction commences. building component.Applicablllly of design parameters and proper j,r / V ♦ 2.2t4 compression web bredng must be installed where shown+, Incorporellon of composed la me rosponalbgity of the'wilding designer. .,A CSA�' a.'- 3.Additional temporary bracing to hear.stability during construction 2.Design seams the lop and bosom diode to be laterally braced al 7 �7 Y J Is the responsibility of the erector.Additional permanent bracing of 7 oii end.110 o c.respectively unless braved throughout their length by continuous sheeting such as plywood sheathing(TC)and/or drywan(BC). I./q 1J L. - DATE: 10/26/2015 the overall endure le the responsibility of the building designer. 3.2r lisped bsdging or lateral bracing required where shown++ +"'t L SEQ.: El4 8 713 3 4.No Wad should be applied to any component until after all bredng end 4.Installation of truss Is the respondbilty of the respective contractor. fasteners are comptete and at no time ahoud any Wads greater than 5.Design assumes trusses are N be used in a non-corrosive environment, TRANS I D• LINK design Wads be applied to any component. and are for dry condition.of use. 5.ConpuTrus has no control over and assumes no responsibility for the 8.Deu��a seam..NII bearing al all suppose shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of*mooned,. ry ,,.�44 6+ 7.Design ateames adequate tanboth faces drainage is provided. O1,lober 26,2015 8.This design is furnished subject to the limitations set Wsh by 8.Plates shat be located on bolo laces of truss,and placed so their center TPIiwICA in SCSI,copies of which will be finished upon request. Anes coincide with Joint center lines. 9.Digits Indicate size of plats in inches. M ITek USA,Inc.ICompuTrus SOftWdre 7.6.6(1L)-E 10.For basis connector plate design values see ESR•1311,ESR-19B8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14RTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 57 2-11=(-371) 2281 3-11=( -293) 219 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. - 2- 3=(-2610) 540 11-12=(-225) 1889 11- 4=( -40) 558 WEBS: 2x4 KDDF STAND 3- 4=(-2352) 537 12-13=(-228) 1733 4-12=( -745) 285 LOADING 4- 5=(-1652) 489 13- 9=(-334) 1892 12- 5=( -307) 1274 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1658) 491 12- 6=( -696) 278 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2201) 508 6-13=( -1) 375 TOTAL LOAD = 42.0 PSF 7- 8=(-2334) 507 13- 7=) -134) 166 LETINS: 0-00-00 3-00-00 8- 9=) -24) 298 8- 9=(-2661) 509 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 57 OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -290/ 1745V -274/ 274H 5.50" 2.79 KDDF ( 625) 38'- 10.0" -284/ 1745V 0/ OH 5.50" 2.79 KDDF ( 625) CCOND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 = -0.158" @ 26'- 2.4" Allowed = 1.896" MAX TL CREEP DEFL = -0.326" @ 26'- 2.4" Allowed = 2.528" MAX LL DEFL = -0.002" @ 39'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 39'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL= 0.057" @ 38'- 4.5" 19-08-08 19-01-08 MAX HORIZ. TL DEFL = 0.093" @ 38'- 4.5" 6-10-09 6-05 6-05 6-05 6-05 3-07-15 2-07-10 f 1 f I 1 f ' . Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x67.00 7.00 Q Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 q,( load duration factor-1.6, End vertical(s) are exposed to wind, M-5x6(5) M-5x8(5) Truss designed for wind loads 3.1 in the plane of the truss only. 0.25" 0.25" r.. +1 M-1.5x3 if 1.5x3 3 + + )100: M-3x6 93 \ io , o 0 1 - tz, 90 PRp c 11 12, 13 1 !Vl of M-3x6 M-3x4 0.25" M-3x4 M-4x6 I o M-5x8(S) GINS y 10-01-01 y 9-07-07 y 9-07-07 y 9-06-01 y l . � O..0, .i• 00 38-10 1-00 �` :9782PE r JOB NAME : POLYGON 3410-A NH - C6sale: 0.1432 '" s/ �� WARNINGS: GENERAL NOTES, unless otherwise noted [/' /r/'y >r0) 1.Bulder and erection conh17 edor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an IndlMdual -OREGON '. Truss: C6 and Warning.before construction commences. bulking component.Applicability of design parameters and proper -V 1)_9 2.2e4 compression web bradng must be Entailed where shown«, incorporation or component le the reaponebfllty of the building designer. V 1 R y:,�G "- y._ 3.Additional temporary bracing to insure stability during construction 2. n.e.assumes the lop end bottom drams to be laterally breed al ♦ '1 Ab �4✓V_ Is Inc rosponstb 1 Ns endor.Additional M bradng Si1 o.c.end at 70'c.c.reaped.dy unless braced throughout their length by Nity o pembne 9" continuous sheathing such as pnvrood sheathing(TC)and/or drywaNBC). " p/l 1 I 1 ' DATE: 10/26/2015 the overal structure is the responsibility of the building designer. 3.2a Impact bridging or lateral Waning required where shown++ �"{L/{+ SEQ.:. Ki4 8 7 13 4 4.No road should be applied to any component until after al bradng and 4.Instalationneeftruss la the responsibility are spo wNuemyn a nespecthe contractor. nn tor. fasteners are complete and at no time should any load,greater than and Design los"dry l,aseaa of inb. TRANS ID: LINK cnrdesign boas be appliedM anycomponent 8.Dedgn assumes lull bearing at sl supports shown.Shim or wedge if Com 6. puTnro has no control soar and assumes no roeponsibilly formenece.eary. EXPIRES: 12/31/2016 fabrication,handling,shipment and lnataletion of components. 7.Design assume,adequate drainage is provided. October 26,2015 H.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of was,and placed so their center TPI/TCA in RCS!.copies or which MN be Nmlehed upon request. Anes coincide with joint center lines. 9.Digits Indicate ate of plate In Inches. MITek USA,Int./ComlptcTfus Software 7.6.7(114-E 10.For bale connector plate design values we ESR-1311,ESR-1988(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0" ICOND. 2: Design checked for net(-5 paf) uplift at 29 'oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-08-08 19-01-08 1 1 1 13-01-12 6-06-12 6-06-12 12-06-12 T 4 4 f 4 12 IIM-4x4 12 7.00 17. 1Q 7.00 M-3x5(S) M-3x5(5) +r titi No -�(O w l 2 CM 4 -i'O 0 M-3x5 (S) 5 0 M-3x4 V PR°figs 19-08-08 19-01-08 GINF -• cS' C N /0 1-0038-10 1-`0 `E4 8911782PE c' JOB NAME : POLYGON 3410—A NH — C7 4...-.....40‹<. `+""` ' Scale: 0.2057 WARNINGS: GENERAL NOTES, urdeas otherwlee noted Co, OREGON �" Truss: C 7 and Wa1.Budder rnings before constructonnd erection contractor ould be comrrmence.~tl of al General Notes buNdl g comn 1ponent.dApplicabiHn y of design parameters am d Ip Po Individual ry f J!}I= �II� O 2.2e4 compression web bracing must be installed there shorn e. incorporation of component Is the rcsponstblMy of the bugding destgner. :(�u9, {:Gq 'p'`{._. 3.Additional temporary bracing to insure stability during construction 2. sec.and at to IM lop and bottom dross to b.Ielere a braced et 7 *Y '{J !tithe res nrelbl M of the erector.Additional permanent bracing of 7 a.c. al 18 o.c.respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure la the responsibility f the building de 2x Impact sengSr suehasadng requd ire whereehau./ordrywaA(BCj. .�.A�L � Spon ry o g signer. 3.zx Impaa bridging olateral bracing required where.nova,+. �"1 1.. SEQ.: K 14 8 7 13 5 4.No bad should be applied to any component until after al bradng and 4.Installation of hues is the responsibility of the respective contractor. fasteners em complete and al no time should any bads greater than 5,Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component, and are for"dry condition.of ae.. 5.comWTrushas nocontrol over and assumes noresponsibiliyfor the 6.DeNw.�awmeeogbearingetegwpp d.ehovm.Shimorwedgeit EXPIRES. 12/31/2016. fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 8.This design Is furnished subject to the limitations set forth by 8.Males shall be located on both feces dimes and placed so their center TPNNTCA In SCSI,copies of which nil be furnished upon request Ines coincide with joint center Imes. S.Digits indicate sire of plate In inches. MiTek USA,IRC./CORIpmTrmos Software 7.6.7(1L)-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 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 DF 2400F LOAD DURATION INCREASE = 1.15 1-2=( 0) 40 2-5=(-27) 30 3-5=(-120) 106 BC: 2x9 DF 2400F SPACED 24.0" O.C. 2-3=(-59) 41 WEBS: 2x4 DF 2900F 3-4=( -8) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -17/ 58H 5.50" 0.49 DF ( 670) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -18/ 159V 0/ OH 5.50" 0.24 DF ( 670) M-1.5x9 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL members (ton). REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. vertical ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" - 3-08-04 0-03-12 MAX TC PANEL LL DEFL = 0.013" @ 2'- 3.3" Allowed = 0.199" MAX TC PANEL TL DEFL = 0.013" @ 2'- 1.9" Allowed = 0.298" 12 MAX HORIZ. LL DEFL= 0.000" @ 3'- 8.2" 9.50 I7 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads • in the plane of the truss only. ti I 0 I X of 1 2all PE:30s 0 M-3x9 M-1.5x3 1 1 , 3-08-04 0-03-12 1 1 1 1-00 4-00 4.1.� ED PR Ops„ ���� �tyGINEF� >✓p1, C 89782PE r' JOB NAME : POLYGON 3410-A NH - D1 . Scale: 0.6177 V J��/�G� WARNINGS: GENERAL NOTES, unless otherwise noted _/ I.guilder and erection contractor should be advised dal General Notes 1.Thio design is based only upon the parameters shown and is for an Indhidual 1 4-OREGON "i �},,. Truss: D1 and Warnings before consimctbn commences balding component.Applicability of design parameters and proper I(�C/r. r+a 2.2a4 compression web bradng must be Installed where shown« incorporation of component Is me roeponsibNm/ages building assigner. +A /!�+y Y:. b r5x 3.Additional temporary bracing b insure Nobility during een.rucibn 2 Design mistimes the top and bottom a ler to be laterally braces et 7 �1 AY ,4(, Is the responsibility of the erodor.Additional permanent bnedng of 1 o.c.and at 1G c.c.respedhely anises braced throughout their length by +Don continuous sheathing sueh as bracing rd sheaming(TCN and/or drywa8(B0). p/1 1 1 L 1"- DATE: 10/26/2015 the overall structure,the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shovm.+ r�"'''11 l,/1.. SEQ.: K 14 8 7 13 6 4.No load.6000 be applied to any component until after al bracing and 4.Installation of truss le the reeponlbilly of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used in a non-commove environment. design bads be applied to any component. and are for"dry condition"of use. �/ TRANS ID: LINK 5.CompuTruahas nocontrol over end assumes noresponsibility for me 6.Desgna�wmeaMbearngalagsupponsNavn.Shinor endue if �{ EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage,provided. October 26,240_1Y�51 EXPIRES: GG J GlJ C7 8.This design is furnished subject to the limitations set faith by 8.Plates ahal be bated on both laces agues.and placed so their canter TPWIrFCA in BOB).copies of vbbn v40 be Nmhhed upon request. linea sindde with Joint anter Intros. g.Digits bdbate aBa of plate in Inches. MiTek USA,Inc./CornpaTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7888(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 _ _ BC: 2x4 DF 2400F SPACED 24.0" O.C. 2-3=(-54) 25 2-9 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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" -65/ 333V 0/ 57K 5.50" 0.50 DF ( 670) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 DF ( 670) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 103V 0/ OH 1.50" 0.15 DF ( 670) "* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 [COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 4.50 17 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.015" @ 2'- 5.4" Allowed = 0.222" MAX TC PANEL TL DEFL = 0.013" @ 2'- 5.4" Allowed = 0.334" MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. /' Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. , I M IMIMEIMIIIMIMINFA O f 1 0 2�� 4.. M-3x9 i' y y 1-00 9-00 [PROVIDE FULL BEARING;Jts:2,4,3 I `tom 89782PE �1-- JOB NAME : POLYGON 3410-A NH - D2 Scale: 0.8031 , WARNINGS: GENERALNOTEB, uneeaolherveenoed C,-TrussD2 1.Balder and erection contractor abe advised of al General Notes 1.The*reign a based ononlyupon the Raremeera Mown and a for an e7 Rdw*ual GON N. ens Warnings before constructionn na commences bulding componentApplicability of design parameters and proper 'A' y�� 2.2s4 compression web bradng must be installed aIr shown Incorporation of component Is the responsibility of the building designer. ,,q 'J (.+ V� 3.Additional temporary bracing to Insure stability during duringconstruction2.Design assumes the top and bottom drams to be laterally braced et 7 Is the responsibility of the erector.Additional permanent bradng of 7 roe and at 10' .e.respectively used a braced throughout their length by DATE: 10/26/2015 the averal.tmcture a me responsibility continuous sheathing such as plywood shoal ing(TC)and/or drywal(BC). �'w �` of the baking designer. 3.le Impact bridging or the Merril bracing required where mown e r f.�UL SEQ.: K 14 8 713 7 4.No bad should be applied to any component anti after el bradng and 4.Installation of truss Is the responsibily of the respective contractor. fasteners are compete and at no tkne ehoald any Mads greater than 5.Design assumes mases are to be used In e noncorrosive environment, TRANS ID: LINK design loads 5.applied teeny ssmpsnsni. and are for"dry condition'of use. 5.CompuTrua has no control over and assumes no responsibilitybr me 8.Design assumes NI bearing at al supports shown.Shim or wedge If necoassry. EXPIRES: / 1/ 01 fabricetion,handling.shipment and Installation of components. 7.DePg assumes eequate drainage is e.This design is furnished sub)em to the Initiation set bnh by B.Pa esnshal be Mated on beth tens,df iimes,ed.and placed so their center October 26,2015 TPIMTCA In SCSI.copes of which nil be furnished upon request. lines coincide with joint center lines 9.Digits Indicate sire of plata in inches MITek USA,Inc./CompuTrus Software 7.6.7(1L(E to.For basic connector plate dealgn values see ESR-1371.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF hl&BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF STANTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. WEBS: 204 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. M-1.509 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 f T T 12 4.50 D M-1.5x3 4 —/ 3 0 I 2 o f— .a _ 11 MI 1111!jolt! 0 1 O f //////////////////////////I -1 =M-4x4 M-1 55x36 l 1 y 1-00 3-05 �u� �NGINEe /0 :9782PE <' JOB NAME : POLYGON 3410-A NH - E1 „ . 'f Scale: 0.6222 ,®,r WARNINGS: GENERAL NOTES, unless othemise noted '11/41OREGON 47 1.Builder and.rodldn contractor should be advised of al General Notes 1.The design la based only upon IM parameters shown and la for en Mdividual V fA N. Truss: El and Warnings before canirudlen commences. building component.Appllcabaty of daelgn paremeten and proper V 2.234 compression web bradng must be Installed where shown a. Mcorporetfon of component is the rosponstbAM/of the building designer. 11,5,..4... i y 4 b (, 3.Additional temporary braces/to Insure stability during construction 2.Uestgn assumes the top and bottom drone to les leteratly braced at �l.1 1 \i(/ lathe responsibility of the erector.Additional permanent bracing of T he as en.respectively ply unlen braced)TC)and/or their length). L V continuous t15sheathingesuch ti plywood braced throughout bout drywal(th by PA I ``� DATE: 10/26/2015 the wend stnwlure 4th.responeiblhy of the bidding designer. 3.2v loped bridging or lateral bradng required stare Mows a• v 4.No bad should be applied to any tamponed ural after al bradng and 4.Wale..devise Is the responeibllty of the respective wntradar. SEQ.: K 19 8 713 8 fasteners are complete and at no time should any loads greeter man 5.Design assumes tmaces are to be and M.non-corrosive environment TRANS ID: LINK deegn leads be applied to any component. end Sr.assumor'Nry es maringon”of an. y(� 12/31/2016 S.CompuTrus hes no control over end resumes no responsfogly ler the O.Destgn assumes lull bearing at all supports shown.Shim or wedge If { EX(-I RES: fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 ti.This design is lumished eubad to the limeetlens ret todh by 8.Plates shell be located on both faces dhow,and placed so their center TPIIWICA et SCSI,copies of which will be furnished uponrequest. Ines coincide H.Iles IndicateithJoint ,Indicateodate center lines. eewe MITek USA,Inn./ComplTfus Software 7.6.7(1L)E 10.For basic connector plate design values see ESR-1311.ESR-1988(Muck) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x4 KDDF CATION TRUSS SPAN 3'- 5.0" BC: 2x9 KDDF #1bBTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 WEBS: 2x4 IF STAND SPACED 24.0" O.C. 1-2=( 0) 90 2-4=(0) 0 2-3=(-56) 29 TC LATERAL SUPPORT <= 12"0C• UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)SDL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX WORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -55/ 316V 0/ 48H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow )Pg) 3'- 5.0" -36/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.50 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. BOTTOM CHORD CHECKED FOR 10 PSF 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.005" @ 2'- 0.1" Allowed = 0.168" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.167" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" 3 _,, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6r End vertical(s) are exposed to wind, M-3x9 .o+ Truss designed for wind loads I in the plane of the truss only. ,-I 0 oI ko 0 1 I o 2....>-<„ X4 l 1-00 y 3-05 y 'PROVIDE FULL BEARING;Jts:2,4,3 CI NGiN r6) sr0 JOB NAME : POLYGON 3410-A NH - E2 4` 89782PE ter• `' Scale: 0.8995 - ,;* \47r.' . WARNINGS: GENERAL NOTES, unless ethanol's noted: , a' Truss: 47 E2 Bidder endo erection amredor should be advised of al General Notes ThIs detlgnNMesa onN Won the parameters shown and Is for an individual 174, y p d Nhmings Mbn construction commence.. building component.Applicability of design parameters and proper /x-O(� ��� ^�. 2.254 comprenlon web broang must be kntalled where shown• Incoryorotbn olamponem Is the roeponsibAlly o/tM building tlesigner. -{�/ IryY 3.Additional temporary bracing b insure stability during construction 2 Design assumes the top and bottom drams to M Wendy brand at ... &A� r (J C?.�. DATE: 10/26/2015 is the responsibility of Me emote,Additional permanent bndng of 2'o c end et 70 acts rospeaNaty unless broad throughout their length by jC J IM overall structure Is the roeponmbllty of the bulling designer. continuous sheathing such a.plywood,haelhkp(TC)arm/or drywaA(BC). �+ SEQ.: K1487139 4.No bad Mould be applied to any component until after al brad and 4,Inal °of bridging or NMralproangry et the whoreshownaa ,p� \ bracing 4,Installation a of inns b the are to be of the raspealve contractor. TRANS I D: fasteners an complete and at no the should any loads greater than 5.Design assume,true,,,aro m M e,ed In a noncorrosive enmronment LINK design bads be applied to any component, and are for"dry condition"or use. 5.CompuTme Me no control over and assumes no responsibility for the 8.Design assumes full bearing at al support.shown.Shim or wedge If EXP c ryr febnatiun,handing.shipment andInstallation of components. 7. necessary. C �I�'_J� 1 GtJ it Gt]I V 8.Thi.dodge Is furnished subject to the IlmMibns set forth by 8.PielesneMl be baassumes ted en both faequate pelosirnnw.,aand plead w their Amar CR V `v TPMWICA In BCSI,copies of which tali M furnished upon request. lines colndda with JoInl canter Inas. d. October 26,2015 MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Dlglh lntlkete run or plata In Inches. 10,For basic connector plate design values we ESR-1311,ESR-7988(MITek) SymbolsNumbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 Center plate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. Ell Dimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. � and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS C1-2 c2-3 2. Truss bracing must be designed by an engineer.For. wide truss spacing,individual lateral braces themselves Q-14 6' 4 a may require bracing,or alternative Tor I p bracing should be considered. _ O O 3. Never exceed the design loading shown and never rmior d �� d stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building momirgsnommoimmugsmmommmilw ,c2 designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-' a'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint This symbol indicates the locations are regulated by ANSI/TPI 1. _ required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 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. 8. Unless otherwise noted,moisture content of lumber SOtiware or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR1988 camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 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: inaall ciflepects,equal to or better than that SYP represents values as published / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS be must Top sheathed or purlins provided at by text in the bracing section of the SP represents ALSC approved/new values 13,spacing chords usb design. output. Use T or I bracing with effective date of June 1,2013 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. w' 16.Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. Min size (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved ) reaction section indicates joint 17.Install and load vertically unless indicated otherwise. I f number where bearings occur. unacceptable Min shown is for crushing only. 18.Use rofo green 1,r treated lumber may poseP ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(fronti cba es clones ANSI/TPII: National Design Specification for Metal and pictures)before use.Reviewing p' Plate Connected Wood Truss Construction. is not sufficient. SDesign Standard for Bracing. jhT (e 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013