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Plans (194)
- MINI NM \ c5 0 Cks'M rTh MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-343_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: R45642845 thru R45642860 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. `�R�g P R QFe`5', c, ENGINE 87022PE 9� N y 'ej, OREGON qQ, <Y '20 '11/BER OS A. H - , EX' '`:06/30/ October 13,2015 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 R45642845 PL15-343 UPPER F01 Floor 6 1 Joh Reference(option)) l Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s s Jul 11 2014 NEy Industries,Inc.TuelFE Oct 13 08:51:58 2015Q4n Page 1 • ID:j7axn40sHnThIyaUAczwOszX1 UY-8NEyW14gRLFddvIFEhBm14aAVwwQ4nAz2y8K8yTdV I 2-6-0 II 2-2-9 I I 1-2D I I 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 6 / o N r e 13 12 11 10 3x4= 308= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 9-11-9 100}}11'1 111-3-1 1 1 16-4-12 I I 9-11-9 bf-b 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— f 10:0-1-8,Edge1,(11:0-1-8,Edgel LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=2532/0,5-6=2532/0,6-7=2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 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. ct 87022PE 9r" � y SAT OREG N �� I� Q 90 EMBER -V\ C)S a. Heck EXPIRES:06/30/2017 October 13,2015 t ®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 component,not a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate this design into the overall; - p� - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing, "-': *-MaTek- " 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/TPl1 Quality Criteria,DS6-89 and BCSI Building Component Suuite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Crus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642846 PL15-343 UPPER F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:58 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-8NEyW 14gRLFddvIFEhBm 14etVOMQ6mAz2y8K8yTrIV 150 1-3-4 110-8-3 I I 2-3-0 I 1 1-2-0 1 1 1-0.5 1 2-6-0 I Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34 ' 4 5 6 7 8 9 10 4e e e _ o o _ e e w a • N ,L 1r, e 17 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 II 3x4 = 3x4= 1 3-0-4 I 15-10-12 1 3-0-4 12-10-8 Plate Offsets.(X,Y)— (7:0-1-8,Edge),(12:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:74 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=1266/0-5-8,17=335/Mechanical,11=456/Mechanical Max Uplift 17=426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) FORCES. (Ib)-Max.Comp.Rvlax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=1002/0,7-8=1099/0, 8-9=1099/0 BOT CHORD 16-17=664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 WEBS 3-16=-718/0,2-17=0/798,2-16=882/0,5-14=0/737,5-15=-1177/0,9-11=960/0, 9-12=0/379,3-15=0/856 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. •\<-1?' ‘) P R QFFSS �c2;' �NGlN - '2. 8 ! 2P , 1' I LP CV as V - �Aj, OREGO ��OWN 9C,4FMBER 11 S A. HEck EXPIRES:06/30/2017 October 13,2015 9 r• WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-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 component,not . a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall 1111 a-� 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria DSI-89 and SCSI Suliding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heinhts,CA 95810 Job Truss Truss Type Qty Ply POLYGON R45642847 PL15-343_UPPER F03 Floor 3 1 _- Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:59 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-dZoKir2iRIT6FnUyoxCQJFdkUvGo9WIJBihhtbyTrIU I 2-6.0 I I 2-5-1 11 1-2-0 1 1 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 a ►_� - ►'\ -_- - as . e e e e 'NI NIV 1 12 11 10 w 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10°-1131 �3r9 P0-.11:: 11 s9 I I 16-7-4 I 10-2-1 ah-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)- F10:0-1-8,Edge),f11:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=2587/0,5-6=2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12=399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •�ti�0° P R ores ��� �NGINEF ' s,O29� 87022PE N r� A4 �y �- OREG•N r153 Q<U 'P.Occ�jBER \1 : OS A. HE.# EXPIRES:06/30/2017 October 13,2015 a.a. " ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI47473 rev.10103/3015 BEFORE USE. Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is Foran individual building component,not .adruss system.Before use,the buddingdesigner 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 ony.Additional temporaryand permanent treeing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback reenback Lane fabrication,storage,delivery,erection.and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 re Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Gnus Heights,CA 95610 Job —Truss ITrussType Qty Ply POLYGON R45642848 P115-343_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:59 2015 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-dZoKir2iRrr6FnUyoxCQJFdgXvD69WMJBihhtbyTrf U I 2-3-0 I 1 1-4-11 II 1-2-0 ii 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e _ e• _ < e_ e_ e c5; la. e e ..... e e o 1 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4 = 14-3-11 I 13-1-11 113-6-111 1 18-1-4 1 Plate Offsets X, 13-1-11 0-7-0 0-7-0 3-9-9 ( Y)— 112:0-1-8,Edgel,113:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Lfdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No,1&8tr(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) 16=791/0-4-4,11=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2635/0,34=2635/0,4-5=-3446/0,5-6=-3446/0,6-7=2477/0,7-8=2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 WEBS 7-13=0/354,8-12=569/0,2-16=1700/0,2-15=0/1191,4-15=679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, 6-13=-860/0 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. ���>yp PRQpA ,�5 �NGINE�'Q ' 2v `r 870 2PE - fitv Aj, OREGO eo.SJ OSA HEck�P EXPIRES:06/30/2017 October 13,2015 e a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE MI ter. Design valid for use onty with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not has ss system.Before use,the building designer must verify the applicability of design parameters:and property,incorporate thk design into the overall T building design. Bracing indicated is to prevent bucking of individual truss web and/or chard members only.Additional temporary and permanent bracing Millet( 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,DS6-89 and SCSI Building Component Safety Informallon 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 R45842849 PL15343 UPPER F05 Floor 9 1 __ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Tue Oct 13 08:52:00 2015 Page 1 ID j7axn400HnThlyaUAC2WOsZX1 UY51MiwB2KC2bzMB8MrifrS9u5JbVuvuTQMRFP1 yTrIT 11-3-0 I 1 1-1-1 i 1 1-2-0 I I 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8 = I1 2 3 4 5 6 7 8 9 10 11 12 13 14 `15 16 I:54'W W NNW 4144N11 / e 9 e - e- 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5= 4x6= 3x6 = 3x5= 3x5 SP= 15-7-9 I 14-5-9 0-7-0 6-7-0 I 5-1-1 5 14-5-9 Plate Offsets(X,V)- (12:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Ina YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 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) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2003/0,3-4=2003/0,4-55=3413/0,5-6=-3413/0,6-7=-4247/0,7-8=4247/0, 8-9=4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, 13-14=3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=2149/0,15-18=0/1659,10-20=272/35,11-20=327/0, 12-20=0/1057 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)26. 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 P R OFF, cc., tiCo �G]NEF,y s/�9 87022PE i. r N y0 OREGSN rte Lv 9�, cc,��ER ��, �� On BER HE ` EXPIRES:06/30/2017 October 13,2015 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8.7473 rev-10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and Is for an individual building componen}not a.truss system.Before use,the buiding designer must verify the applicability of design parameters and-property incorporate the design into the ov-roll - -building design.-Bracing indicated B to prevent buckling of individual truss web and/or chord+members only.Additonaitemporaryrind permanent 1,c:,,,,, --'"' 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/TP11 Quality Criteria,DSS-89 and SCSI Building 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 R45642650 PL15-343_UPPER F06 Floor 1 1 . Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:01 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-Zxw57X3yzMjgU4eKwMEuOgiAJi57dZUcfoAoxTyTrIS I 1-4-0 I 2-6-0 I 1 1.54 II 2 3x4= 3 1.5x3 II =- Scale=1:8.7 .111 N -rlrrm I. r..._ I IN= MN 13 . 5 " 4 3x4= 3x4= 9.1-81 4-1-0 1-8 3-11-8 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 •'•• 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)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. '\��0a P R°FFss c;5 ANG I N EFR /G2 87022PE 9f l to A �'Oj, OREG•N 2� 4t/7V 9� FBR 1\ �4 USA. H -?' EXPIRES:06/3012017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE WI-7473 rev.10/03/2015 BEFORE USE Design valid for use only with M?ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not Mill , a truss system.Before use,the building designermust verify The,applicability of design parameters and:properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual tress web and/or chard members only.Additional temporary and permanent bracing MiTele -. 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/1111 Qualfy Criteria,DSB-89 and SCSI Building Component 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 R45642851 PL15-343_UPPER F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.530 s Jul 11 2014 MiTek Industnes,Inc.Tue Oct 13 08:52:02 2015 Page 1 ID.j7axn4OsHnThlyaUAczwOszX1 UY-l8UTKt4akgrh6EDXU317wIFEy6GyMs8mtgwLTwyTriR 1 1-7-12 1 1 1-8-15 1 I 1-2-0 II 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 a\\ 5 6 a\\ 7 8 9 10 11 o � o / a / e . e N e e e e h, •Cj 19 O, 17 16 15 14 13 4- 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 211-14 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y)— [2:0-3-0,Edge1,[8:0-1-8,Edge),(13:0-1-8,Edge),[19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 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, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS. (lb/size) 18=1194/0-5-8,12=627/0-2-12 Max Gray 18=1194(LC 1),12=662(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=950/312,3-4=-950/312,4-5=2192/0,5-6=-2192/0,6-7=2379/0, 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 BOT CHORD 17-18=670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 12-13=0/909 WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, 4-16=0/641,4-17=935/0,10-12=1092/0,10-13=0/1027,2-17=0/1309 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)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 i be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. ,R0 PR OFFS 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� ‘AGINE- -, ci„, LOAD CASE(S) Standard '� "17 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 C 8 • 2PE f"- Uniform Uniform Loads(plf) Vert:12-19=8,1-11=80 Concentrated Loads(Ib) fA C Vert:1=-304(F) y �-o„,, OREGO (1,4::> 40 0 "POn FMSER \1 S A- He', EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE A111-7473 rev.10/03/2015 BEFORE USE. + Design valid for use only with Mitch®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 is to prevent buckling of individual truss web and/or chord members only.Additional temporaryand pennaneni 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/TPll Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahis,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642852 PL15-343_UPPER F08 Floor 7 1 _ Job Reference(optional) Pacific Lumber&Truss Co., -Beaverton,Oregon - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 1308:52:02 2015-Page 1 ID:j7axn40sHnThIyaUAczw0szX1 UY-18UTKt4akgrh6EDXU317wtFLO6PFMzVmtgwLTwyTrIR I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4— 3 4 53x4= 6 . a -,_."...z777)......_ '11 0 4 N I e y e 3x4= 10X 9 8 3x4= 3x4 = 3x4= I 3-1-2 3-?-1t0 3-9-10 1 4-4-10 4/61 8-6-8 3-1-2 0-1- 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y)— (8:0-1-8,Edgej,(9:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 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) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=732/0,34=732/0,45=732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=736/0,2-9=-37/269,5-7=718/0 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)10,7. 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. �<(5'' P R 6Fss ����5 �NC,IN��R /<2y 87022P, r" / ,< i cv 7. . S"0,,, ORGON rye < �O AM \ .�O US A. Heck - BER A EXPIRES:06/30/2017 October 13,2015 a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev,10103/2015 BEFORE USE. Design valid for use only with MTekab connectorsThis design is based only upon parameters shown,and is for an individual building component,not a truss system.Before rise;.thebulding designer mors1verily the applicability of design parameters and properly incorporate This design into the overall I���{T B� building design. Bracing indicated b to prevent-bucding ofindNiduallruss web'and/br chord members only.Additional temporary and permanent bracing `IYII(�BCO is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Cr tela,DSI-89 and SCSI Building Component Suite fabrication, Lane 109 Safety Informafon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cams Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642853 PL15-343_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MrTek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFL26Q_M?fmtgwLTwyTrIR I 2-6-0 - I- -45-6- 1 1 1-2-0I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 I I _d - o- O O N N r a e e e 1.5x3 II 9 8 7 6 304= 3x4= 3x4 = I 3-0-14 31-2 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 0-1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— 14:0-1-8,Edge),(8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 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) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 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)9. 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. c������G N FR we �� 870 2PE v y fiAj, OREGO ,"q§5-\',Q4)1 q o<UN OciM8EFt -\1 s A. HE. ‘..4P EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 . . Design voidfor 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 . ' 1, building design. Bracing indicated is to prevent bucking of individual trussweband/or chord members only.Additional temporary and permanent bracing Niel(' - - - 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/TP11 QuaBly Criteria,DS6-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 I Job Truss Truss Type Qty Ply POLYGON R45642854 PL15-343 UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co.,' Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:03 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-VK1 rYC5CVzzYkOoj 1 nHMTSnQtWc?5LTv6Kgv0MyTr1Q I 2-3-0 I 1 1-7-11 I I 1-2-0 I I 1-4-9 I 1-6-0 1 Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 o — o >771' e N / ` QN ye e 6 1dy 14 13 12 11 i 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 11-8-111 1 15-5-4 1 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y)— 16:0-1-8,Edgel,111:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=673/0-4-4,10=673/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2121/0,3-4=-2121/0,4-5=2434/0,5-6=2434/0,6-7=-1775/0,7-8=1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 WEBS 7-11=417/0,2-15=1416/0,2-14=0/910,4-14=-380/0,5-13=274/0,6-13=0/820,8-10=1112/0,8-11=0/1049 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)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �\`o" .., N ` EFR 4/O 87022PE . �f -7 SAT OREGON 20 NI 9O BER \\, �' O— A. HEF EXPI RES:06/30/2017 October 13,2015 'WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. '` 7 Design valid for use only with M7elt connectors.This design is based only upon parameters shown,and is for an individual building component,not -x4russ system_Before use,.the buddingdesignermust verify the,appboability of design parameters and properly incorporate this design into the overall Vbwilding desigr 'rBracing indieatedSis to 04-individual tnm web and/or chord members only.Additional temporary and permanent bracing - - - —Wel( 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/TMl Quallly Criteria,DSB-B9 and BCSI Building Component - 7777 Greenback Lane Safely InformatIon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45842855 PL1S-343_UPPER F11 Floor 2 1 Job Reference(optional) _ . Pacific Lumber&Truss Co., Beaverton,Oregon .. 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 1308:52:032015 Page-1 ID:j7axn4OsHnThIyaUAczwOszX1UY-VK1rYC5CVzzYkOoj1nHMT5nVTVMK5Qgv6Kgv0MyTI1Q I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 e e- a4 4 O N N e e e — e 3x4= 1 9 8 3x4 3 3x4= x4= I 3-1-2 3-f-10 3-9-10 1 4-4-10 4 8-8-8 I 3-1-2 0-1-8 0-7-0 D-7-0 0-1- 4-2-6 Plate Offsets(X,Y)- [8:0-1-8,Edgel,[9:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied orb-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) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=761/0,3-4=761/0,4-5=761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=-28/290,5-7=737/0 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)10. 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. 87022PE > yr N '4. <c' N OREGOr)�oCU� 'A�, FMgER ��� pS A HEF`�P EXPIRES:06/30/2017 October 13,2015 i r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7173 rev.10/03!1015 BEFORE USE. y Design void for use only with M7ekm connectors.This design is based only upon parameters shown,and is for an individual building component,not - o a truss system.Before use,the buiding designer must verify the-applicabi ity of design parameters andpropertyincorporate this design into the overall - building design.Bracing indieatedisro.preventbuckfing ofindivtdual truss web and/or chord members only.Additional temporary and permanent bracing i�r��" - -x" �v.- sy,Nr^`".°" 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/IPI1 Qualy Cr terla,DSI-89 and ICSI Budding Component -Suite Greenback 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 R45642856 PL15-343 UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:04 2015 Page 1 ID:j7axn4OsHnThlyaUAczw0szX1UY-zWbDIY5rGH5PLYNvbUob?IKcYwzDgoB2L_PSYoyTrIP I 2-6-0 I I 2-3-5 I I 1-2-0 I I 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 i / - a _\ o o / _ o 1!j e e 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-11 0-�A3 1l_3-131 1 16-5-8 I 10-0-5 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incl YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/0,34=2476/0,4-5=2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=319/0,2-13=1648/0,2-12=0/1025,4-12=-379/0,4-11=466/163,7-9=1643/0,7-10=0/1116 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)13. 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. �Q�D PROr, ,-_,...- ,.":-7c: ANGiNESR i0 8 • 2PE 9c y �- OREGO �o ZN 9Or)��8ER �\ �� S A- HEC' P EXPIRES:06/30/2017 October 13,2015 4 r = WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek02 connectors.This design is based only upon parameters shown,and is for an individual building component,not11111 a truss system..Before use,.the bulding.deiigner:must verify the applicability of design parameters and properly incorporate the design into the overall ,a- •,building dedgn,-.arming indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing , . - r-Tek 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,DSI-89 and BCSI 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 R45642857 PL15-343_UPPER F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mill/ii Industries;inc.+:Toe'Oct 13 08:52:04 2015 Page 1 ID:j7axn4osHnThlyaUAczwOszX1 UY-zWbDIY5rGH5PLYNvbUob?IKYhww3gnT2L_PSYoYTrIP I 2-3-0 I 1 1-4-11 II 1-2-0 I1 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 7 8 9 10 i _ ///` : 6 ; 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 )34-111-00-7-0 I 3-111 5 13-1_11 Plate Offsets(X,Y)— [12:0-1-8,Edgel,[13:0-1-8,Edge[ LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(tfat) 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) 16=797/0-4-4,11=797/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2664/0,3-4=-2664/0,45=3503/0,5-6=-3503/0,6-7=2556/0,7-8=2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 WEBS 7-13=0/349,8-12=-534/0,2-16=1715/0,2-15=0/1206,415=695/0,6-14=7/395,9-11=1869/0,9-12=0/1118, 6-13=853/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � 0.0 ��N4 N '4 i. cyo 87022PE /v � CV ySAT OREGO (-j5:,....,447 �O F' BER11 O— A. HEns EXPIRES:06/30/2017 October 13,2015 .WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE .Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,rot a truss system.Slefore the building designer must verity.the applicability of design parameters and properly incorporate the design into the overall building design.i Bracing incticatedis3a;prevent buckung'of indivi€seal truss web and/or chord members only.Additional temporary and permanent bracing :Niel( - 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 ANS1/TPI1 QualityCrIteda.058-89 and ISMBending 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 IPly POLYGON 845842658 PL15.343 UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber E Truss Co., Beaverton,Oregon - '7.530 s Jul 11 2014 MiTek Industries,Inc.Tire Oct 13 08:52:05 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-Rj9bzu6T1 bDGzix69CJgYWtoWKMsZ14Cae904EyTrtO I 2-0-0 I I 1-10-1 11 1-2-0 11 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 63x4= 7 c e• N e o 0 III- o e 1 11 10 e 9 8 VV 33x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 1 8-9-9 19 4 9 I 12-0-12 1 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)- 16:0-1-8,Edgel,110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incl YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 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) 12=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1 TOP CHORD 2-3=1397/0,3-4=1397/0,45=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=994/0,2-11=0/571,4-10=443/3,6-8=1277/0 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)12,8. 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. _co PROPen N \� oGEFr9 /62f� 87022PE yf Vss5\7 ..............5.."(r&?'"OREG•N (oQ�ti ., �BER �1 QS A HE��P EXPIRES:06/30/2017 October 13,2015 . E WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M8-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTekl9 connectors.This design is based only upon parameters shown,and is for.on individual building component.not a-buss system:Before-use,the building.designer must verify the applicability of design parameters and properly incorporatethts.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 bolding• ':. iTek -- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erectionand bracing of trusses and truss systems,see ANSI/TPI1 QeaIIy Criteria DSI-89 and ICSI Building Component 7777109 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 R45642859 PLI5-343_UPPER FG1 FLOOR GIRDER '1 1 Job Reference foptionalZ_.,_-- ... Pacific Lumber&Truss Co., Beaverton,Oregon T 'n s Jul 11 2014 MTek.lndustries,Inc.Tue 0013 08:52:06 2015 Pagel ID:j7axn40sHnihtyaUAczwOszX1UY-wjzAE75ouL7brWljvg35jP2XjoSIpQLoluZchyTrlN 1-4-12 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 1 { { 5 4 3x4 = 3x4 2-11-12 I 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Inca- NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-309/0,2-5=304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:45=10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) co AG NEER SAO 14../ 87022PE v� N ckt - S y AT OREG•N SER 1'�, OS A. Heck EXPIRES:06/30/2017 October 13,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/93/2015,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.to s systern.Refore use,the buIding designer must verify the applicability of design parameters and property incorporate the design:into the o+orI , • •.:bait'/ng devgn Bracing ir;divatea is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent brarurr5 r'r '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 trusses and truss systems,see ANSI/IPI1 Guallers,D5I-89 and&CSI Building Component 7777 Greenback Lane Guard,/Weds, 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 R45642860 PL15-343_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon . .._ _ - 7.530 S Jul 11 2014 M7ek Industries,Inc.Tue Oct 13 08:52:05 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWtgOKQEZKsCae904EyTrIO I 1.6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 0 p re ,:i e 3x4= 1 9 e 8 3x4= 3x4= 3x4= I 3-2-10 13-9-10I 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— 18:0-1-8,Edge),19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 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) 10=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-926/0,3-11=926/0,311=926/0,4_55=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 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)10,7. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) 5Ep PR OFF Vert:7-10=-8,1-6=-80 <G s Concentrated Loads(Ib) �`o \AGA NEER sv0 Vert:11=169(B) �, ' $7022PE 9r N -• 7 �Aj, OREG N rZ� 4N 9O c'41 ER �1 r� On A A. HEC;. EXPIRES:06/30/2017 October 13,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER.Rt FERANCE PAGE ME-7473 rev.10/02/2015 BEFORE USE. la Design void for use only with M7ek&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 properlyincorporate this-design Into the overall .,- building design:Bracing indicated a to prevent buckling of individual truss web and/or chord4nembersonly.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 trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts.CA 95610 Symbols Numbering System A GeneralNotes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y I g 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage Failure to Follow Could Cause Property or Personal Injury e offsets are indicated. r��.1 Dimensions are in ft-in-sixteenths. 1140h. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orx-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 1/16 4 wide truss spacing,individual lateral braces themselves o may require bracing,or alternative Tor I o bracing should be considered. ■_� 0 3. Never exceed the design loading shown and never ll% stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-a c6-7 r— designer,erection supervisor,property owner and plates 0 '/I/' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. f ii 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. Unuse with ss expressly retardant,o preservnoted,this ative ve treated,en is not or greenicable or lumber. ICC-ES Reports: The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice Is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. �� bydtextin by symbnl section of theand/otruss unless otherwise shown. text in the bracing of 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 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ff.spacing, g or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. w, 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 t\ / (supports) occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. �M 17.Install and load vertically unless indicated otherwise. ® Mln size shown is for crushing only. 1111,0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information, MI 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, T ekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 40'-0" 11 I GARAGE LEFT 11,-11" j 1 N M IAto a0 c$ t7l t7D U U U U U QLD ASJ2iIIHHI1III1flHPh _ ASJ2 AH1 1 ■'mini' hili%/.'''�/'.�%//:■1 ■lli I 1■■■■■■■16W./ / 1 I a■■lil r %rI AH6 r - - I AH7 I I s \A1 (4) 4 I AHI NA NA to LO 6:12 _ I I. 6:12 AH4 I BH3 BH2. �. I . BH1 (2)kik r'' I� I■ I 1 "--- �! ... !■LEI NI run.qi _' .11_ 1_ _ Ti AS. tdONFORMS TO DESIGN CONCEPT 1!!"'t:71'.11.. I,I rz) in �? ❑, CJNF4RMS TO DESIGN CONCEPT WITH 1- , REVISIONS AS SHOWN 201-41/r 8,-9" 0 CONFORMS TO DESIGN CONCEPT ❑ NON-CONFORMIh G-REVIS`t AND RESUSMii - 0 REVt5CONFORMSTO10N5NOTEDDESIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 9'-13' _ 0 NON-CONFORMING-REVISE&RESUBMIT WITH THE DESIGN CONCEPT O1 LY AND DOES NOT RELIEVE THE ors;.c.uenwric+u Pak PI:IEWE;Ior.cai-Rx oxw;ul..Na FABRICATOR/VENDOR OF RESFIISIBFLITY FOR CONFORMANCE#ITH THE 'FZ aCr.n0.bx�NfY ex; v4.rw;n =:c DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY WINGs,SYE:.r:.aaNr..MCuR.F'LEac:cs rrrnlol +vE OVER.THIS SHOP DRAWING. CatlFSPTna SR411 I/FFI'FY AI OTIRNRTFAIR vSy lvccan Ale ;:cck Sy Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC ©Copyright CompuTrusInc.2006 BLro38.. ,000E DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT LCUNLATIO SEAND PROJECT TITLE ENGINEERED STRUCTURAL . REVISION-1: DRAWINGS FOR ALL FURTHER Pacp-fli �.I ��I,a �PLAN 5-B COFFER INFORMATION.BUILDING DESIGNERIENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 B CHECKED Br DESIGNER/ENGINEEROFOF EARTO & TRUSS COMPANY REVIEW ANDDAPPROVEALL DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"=1' '� g property Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. All designs areof-PaefflCtumber and 4a-o• 1 _ 1V-11" GARAGE RIGHT 7 T U U 8 U U co w o w co ts. m to A c4ARI p e ► r Tr ASJ1 --- V __ ASJ1 ASJ2 - / ASJ2 , . . I A , , 6:12 AH1 (2) Al . de' . '' -/ -. AH4CAH3 �. I AH6 AH7 ._—_, -- _- - -e- - ... -_ .- • --- eA1 (4) . Est AH7 csi _ Z AH6 6:12 6:12 !. .\171.5— AH4 BH3 W_ BH2 _ \\L V \ T (2) E2 (3) 6.126:12 ► o vLo , v • \:4 ci 6:12 a , [ • 77 1,2 11/11 CONFORMS TO DESIGN CONCEIT Eh El CONFORMS TO DESIGN CONCEgWITF 'n :12 6: 1 REVISIONS AS SHOWN till — ElREVISIONS -REVISE ANU bsuBMIT I©CONFORMS TO DESIGN CONCEPT I F CONFORMS TO DESIGN CONCEPT WITH I 8 `� -4 1 SHOF DRAWING HAS SEE:" IENED FOR GENERAL CONFGRIAANCE D REVISIONS NOTED H THE DESIGN CONCEPT O: 4ND ODES NDT RELIEVE THE Q NON-CONFORMING-REVISE&RESUBMIT FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE E5 CE DRafi�.,Pk:PEEN F-.tBW,Fcr :a ORMAN �� DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY i mr xvat WV1 utr A. DOES 1E7 MUNE IPEOVER THIS SHOP DRAWING. CDN"RACTDR SHALL VENI ALL DIMENSIONS. EE.TATC.?hEEE.P Ci BEEP..MAY FOR COVES c'k'}G'AVE DPAYeNEVE EvE:lFE:A'1.`.i+i ME.AFRKF3E COVES.ALL El-W"CY.RA'E. �/y� MEEfYOV, THE9M"PilRAVEu;. 4U" By: Todd R. Eaton Date: September 19, 2014 IBy Alexia Fukui Date 9/22/14 MICBRANDT ARCHITECTS CT ENGINEERING®E ybtCompDTruSInc.soos BUILDER: - - " ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS -- POLYGON NW 03/31/14 PTRUSS ACUULLATIONS ANDD STRUCTURAL ii PROJECT TITLE: REVISION-1: DRAWENGINE SRFOR ALL FURTHER PLAN 5-B COFFER DESIGNSIBLEF DESIGNER/ENGINEER INFORMATION. (RECORD I � I �` � �� �■ PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS BUILLDNG 5 / B CHECKED BY.. DESIGNER/ENGINEER OF RECORD TO /� V■ REVIEW AND APPROVE OF ALL 1■ COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. xr•1 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. -, -- ,: MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). zik Nipt ! . 'i 4:1 Cr .: € 3i IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-958 2635 3.10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=t-30011231 10.11=(-697 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3. 4=(-2717) 1185 11.12=(-716) 2136 4-11=(-785) 486 LOADING 4. 5=(-1912) 986 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT,<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0' 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,MI8HS,M16 = MiTek MT series 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' -276/ 1775V -226/ 226H 5.50' 2.84 KDDF 625) 40'- 0.0' -276/ 1775V 0/ OH 5.50" 2.84 KDDF 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed 0.111" MAX LL DEFL = 0.178' @ 20'- 0,0" Allowed 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001' 9 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0,001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.070' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T f f Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. 12 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 6.00 6.00 oad duration factor=1.6, 4.0" Truss designed for wind loads 5 -IX in the plane of the truss only. M-5x6(5) M-5x6(S) 3.1' 0.25" 0.25" 0 0 +I o M-1.5x4 A)1111100,M-1.5x4 CO111r/ CO .aiiiiiiii& /iiiihiiii.... 0 0 f- o /" to 1 12 V� 4o o -3x8 M-3x4 d.25" M-3x4 M-3x8 0 M-5x8(S) J, ; y y y 10-03-04 9-08-12 9-08-12 10-03-04 y y 0-10 40-00 0-10 PR Op JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0.1552 ti� N IN ''61 WARNINGS: GENERAL NOTES,unless otherwise noted: / �17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4.4Ly I C�G S w E 1-- and Warnings before construction commences, building component.Applicability of design parameters and proper Truss; Al 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2 o•c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheethingQ *C)and/or drywall(BC). �-"' ."�� ' " !i, Arie. i !, - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -ST �y1 OREGON G(/ SEQ. : 59927 91 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, G. 4, b A design loads be applied to any component and are for"dry condition"of use. /' _ 2. ..�.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 1 ,Gid. fabrication,handling, necessary.Design /�4 yr shipment and Installation of components. 7, assumes adequate drainage is provided. }� L 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII II I VIII IIII II II III IIIITPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size offplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111This design prepared from computer "put by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4`KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4'KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3048) 1745 12.13=(-1422 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13.14=(-1231` 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14.15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR $ LL = 25 PSF Ground Snow (P9) 8- 9=(-2505) 1688 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9.10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical Members (uon). 0'- 0.0' -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -460/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) Unbalanced live loads have been • considered for this design. ICON. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.I Connector Np18te prefix designators:= CompuTrus, VERTICAL DEFLECTION LIMITS: LL=L/240 TL=L/180 C,CN,CI8,CN18 (or no prefix)k =series pus, Inc MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" M,M20HS,M18HS,M16 = MiTek MT MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.235" @ 22'- 7.4' Allowed = 1.954° MAX TL CREEP DEFL = -0.334' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.123' @ 39'- 6.5" 17-11-11 4-00-10 17-11.11 DESIGN ASSUMES MOISTURE CONTENT DOES �( NOT EXCEED 19%s AT TIME OF MANUFACTURE. 7.03-04 6-05-04 4-00 00-05 4-03-03 6-05-04 7.03-04 Design conforms to main windforce-resisting T T T -03-06 T T T T system and components and cladding criteria. 14.00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1.6, 6.00 l7' 5 M-3x8$ Q 6.00 Truss designed for wind loads o- in the plane of the truss only. M-4x6 M-4x6 6N M-5x6(S) $ / ` M-5x6(S) 0.25" 0.25" 0) co y F. + V O p b 1� 12 13 14 15 16 .�,10 ca M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 o M-5x6(S) k y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH7Bale: 0.1547 �`�''<" NE 0 WARNINGS. GENERAL NOTES,unless otherwise noted. 1 �- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 41t- . /// 2.I E tr" Truss AH7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibipty of the building designer. ,�+ 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at .+' DES. BY BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �prr Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). ',I/Apt lar 4 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* 4 7�Cr C n n 4.No load should be appped to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -y OREGON JJ SEQ. : 5992792 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, , <, �� yea design loads be applied to any component. and are for"dry condition"of use. / },. 2� �4. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes foil bearing at all supports shown.Shim or wedge if Q 14. °P fabrication,handling,shipment and installation of components. Desessary. 6.This design is furnished subject to the!irritations set forth 7.Design assumes adequate drainage is provided. M$R R i�L 111111111111111111111111111111111 III 9 1 by 8.Plates shall be located on both faces of truss,and placed so their center NJ TPIfCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-13t 1,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIII ( IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C(1=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2-12=(-1076) 2619 12- 3=) 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= -3057) 1363 12.13=(-1078) 2616 3.13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4= -2492) 1266 13.14=( -957) 2433 13- 4=067) 708 LOADING 4- 5=( 0) 0 14.15=) -957) 2433 13- 6=(•540) 250 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6= -2136) 1206 15-16=(-1130) 2616 14- 6=( , 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8= -2136) 1206 16.10=(-1128) 2619 6.15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8= 0) 0 8.15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -319/ 1775V -156/ 156H 5.50' 2.84 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -319/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.209" @ 26'- 0.0' Allowed = 1.954' MAX IL CREEP DEFL = -0.358' @ 20'- 0.0" Allowed = 2.606" MAX Ll DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 15-11-11 8-00.10 15-11-11 system and components and cladding criteria. T1 '( Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-0S1 4-00-05 4-00-05 Z-03-03 6-05-04 7-03-04All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -( T -( T -( -( f( ' load duration factor=1.6, 14-00 14-00 inuss thedesiplaneed offor thewind trussoads only. 5 7 12 M-4x6 M-4x6 12 M-3x8 6.00(37' .:. D 6.00 M-5x8(5) M-5x8(5) v 0.25" 0.25" O M C"7 O , off`' 1 12 13 li ®i 15 16 _ 1 o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y 1, y 1, 1, 1, .1 J, y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y • 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6Scale: 0.1547 �<(... 15 ` r WARNINGS: GENERAL NOTES,unless otherwise noted: .Sy 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ° .92®w P E '" Truss'" AH 6 and Warnings before construction commences, building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. ,yr 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and velybottchords to be laterally braced at /' DES. BY• BS2 ss and at 10' in respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !. Ie DATE- 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -�" 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yy OREGON w - SEQ. : 5992793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G• 4, .,to design loads be applied to any component. and are for"dry condition"of use.Pi' / 2PQ --- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Desinecessagn '91✓ assumes full bearing at all supports shown.Shim or wedge if D 14 " fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. R AI t-1 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I'I'I I II IIIII IIIII IIII II I IIIII IIII IIIITPI WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 ry/31�r20155 (I'IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(•931) 2619 10- 3=( 0) 291 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10-11=(-933) 2616 3.11=(-534) 368 WEBS: 2x4 KDDF STAND 3- 4=)-2492) 1038 11-12=(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=)•698) 2433 11- 5=(-527) 203 TC LATERAL;SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL`SUPPORT <= 12'OC. UON. 6L ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(•955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -247/ 1775V -155/ 155H 5.50" 2.84 KDDF 625 40'- 0.0' -247/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CampuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series (GOND. 2: Design checked for net(-5 per) uplift at 24 'so s ap Cing,J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' i MAX LL DEFL = 0.179' @ 20'• 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.358' @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.076' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19`k AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-11-11 12-00-10 13-11-11 Truss designed for wind loads T f f f in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 i 12 12 6.00 V M-4x6 M-3x8 M-4x6 a 6.00 5 M-5x8(5) M-5x8(5) 0.25" v F 0.25" ;. iiiril"i +.. + iiiiiii.ii o '` 4 100,0r 110 11 1+ 13 14 _V\ /o o" M-3x8 M-1.5x4 M-3x8 0.25' M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) k i, y ), y 1, 1, ,, y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 �� , N, �LySs,o�f WARNINGS: GENERAL NOTES,unless otherwise noted: / 'Y 1-, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Cry .92 w E i- T r u s s: AH5 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibitty of the building designer. �% 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at .+' DES. BY: BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). T." '-. 441110 DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (�• �1 4.No load should be appted to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON S E Q loads - ,greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 4y 1b ,lam design loads be applied to any component. and are for"dry condition"of use. / yQ). rL(} ..�,- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14, �E} fabrication,handling,shipment and installation of components. necessary. n 7.Design assumes adequate drainage is provided. R n �,•\,. 6.This design Is furnished suNect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII II II II II I I II IIII III IIII IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines.9.Digits indicate size of plate in Inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 III 1 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.14=(-1134) 2587 3.14=(-135) 235 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C, 2- 3=(-3022) 1414 14.15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812` 1314 15.16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16. 8=( -32) 304 8-10=(-2455) 1236 8.17=(-976) 443 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10.17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17.11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS: 10.0" 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 825) 40'- 0.0' -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND, 2: Design checked for net(-5 Intl uplift at 24 "ox spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10,0' Allowed = 0.111' MAX LL DEFL = 0.273' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.495' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10,0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.094' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 5-01-08 4-07 11,2-10-09 5-01-12 5-01-12 2.10-09 4-07 5-01-08 load duration factor=1,6, f T -03-03 - 1' i 2-03-0 1' 1' Truss designed for wind loads 10-00 10-00 in the plane of the truss only. 12 6.00 M-4x6' S M-1x4 M-5 760).25" M-8x4 9 M 4x6 12 p Q 6.00 'kr M-1.5x3 /\/\M -1.5x4 o c 49 1M-3x8 M 3x8 1c.25" 0.25 M-3 x8 M-3x8 ,38. 8 • M-5x6(S) M-5x6(S) - /, , 1, y y ,, y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y'y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH44. Scale: 0.1547 ��,''s :' � N Q�ySS i, WARNINGS: GENERAL NOTES,unless otherwise noted. "� am .T , (j 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 , 11 P E ,-- Truss: AH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilty of the building designer. 3.Additional temporary bracing to insure stebiNty during construction 2.Design assumes the top and bottom chords to be laterally braced at AOMPPr DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywalllC). l/�/m. '� DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -4/ tt SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -57 OREGON (j SE Q bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, b design loads be applied to any component. and are for"dry condition"of use. 6. /.n .Q1,+ 2Q TRANS I D: 403334 ..L. 5.CompuTrus has no control over and assumes no responsibility far the Design assumes full bearing at all supports shown.Shim or wedge If +J 14, fabrication,handling,shipment and Installation of components. necessary. S 7.Design assumes adequate drainage is provided. EA I�I I.A.. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII II111111 III VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 101&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1012) 2587 3.13=(-136) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3022) 1237 13.14=( -974) 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4=)-2812` 1094 14.15=(-1050 3398 3. 5=(•976) 397 LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5.14=( -43) 304 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16.11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 8- 9=( 0) 0 7.16=(-976) 389 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2812) 1112 9-16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=)-3022) 1247 16.10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12= 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'• 0.0' -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -245/ 1775V 0/ OH 5.50' 2.84 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 = 0.001" @ O'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = -0.246' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.495' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = 0.088' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 1-1' Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, 5-01-08 4-10-03 4-10-09 5-01-12 5.01-12 4-07-04 �� 4-07 5-01-08 Truss designed for wind loads in the plane of the truss only. 10-00 12 M-5x6(S) 12 M-4x6 M-4x6 1� 6.00 p Mx4 6 0.25" M- x4 8 Q 6.00 a. c .4. M-1.5x4111r , M-1.5x4 u ' cO _ O, o 00`" 8"0 M 3x8 b4.25" 0.251 M 3x8 M 3x8 Vw2 0 y y M-5x6(S) (S) M-5x6(S) y y y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1481 t`G 03 PRop.L, G(NE r r WARNINGS: GENERAL NOTES,unless otherwise noted: /// ''ji 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual ��~ . 1y0 1�,,, Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper LL 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabmty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +tea41011.8. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3,20 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A-OREGON :Cr SEQ. : 59927 96 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "J �� TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. /AN yy 0� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 14 2 fabrication,handling, necessary. �1,, so shipment and installation of components. 7.Design assumes adequate drainage Istruss, provided. 'P ty( �„ V 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R H I I I I I I I I II I II I I IITPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits Indicate size of plate in inches. MITak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 III I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=) 0) 42 2-13=(-1214) 2854 3-13=) -13) 272 2x6 KDDF #1&BTR T2 SPACED 24.0' O.C. 2- 3=(-3102 1424 13-14=(-2120 5340 13- 4=( -309 975 BC: 2x6 KDDF #1&BTR 3- 4=(-3143; 1441 14.15=(-2516; 6278 13- 8=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15.16=(-2516) 8278 6.14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11=(.1204) 2686 7.16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 17-10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18=( 0) 180 OVERHANGS: 10.0' 10.0° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -118/ 118H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'. 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536' @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.975' @ 19'- 6.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 f ( All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f3-00-12 05-0S 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=l.6, L r2 Truss designed for wind loads 2 -05-12 in the plane of the truss only. 6-00 12 12 M-4x6 12 6.00 177. 6.00 l ' 4.0" Q 6.00 s .IS( 5 O M-5x6/ M-36x8 M-3x8 M-5x16o-3x4 e rn c,, M-1.5x4 T2 O ®I + Lo R C`7 '� `4111111111111111111 � �& c::, ! O wy 6 2 c /` o 13 14 ( 15 l6 17 18 ` % o O M-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) y y 1- 1, 1, y /, y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y , y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - BH2 Scale: 0,1481 �4 N',sa 1./...,WARNINGS: GENERAL NOTES,unless otherwise noted: t + j 1/ 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual g Gh 0 6 E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BH 2 Incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be Installed where shown+, 1# 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction y o.c.end et 10'o.c.respectively unless braced throughout their length by 4011901. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood s braced throughout ghoul drywength b Yea! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 401 'Cr 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �"OREGON / SEQ. : 5 992797 fasteners are complete and at no ti ` 4j me should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, . •a`�, design loads be applied to any component. and are for"dry condition"of use. /© 'Q)'' 14 0 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.nDnd a assumes full bearing at all supports shown.Shim or wedge if � fabrication,handling,shipment and installation of components. ry. 1� p P 7.Design assumes adequate drainage Is provided. r-I R�4`. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII IIII II II IIII IIIITPIMlrCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint center lines. 9.Dieindicate ndtsize oplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.12=( -958) 5580 3-12=) -120) 766 9-17=(0) 138 2x6 KDDF #1&BTR T2 2- 3= 6484 1158 12-13=(-2356) 12824 12. 4= -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13-14=(-2778` 15096 12- 5=(-7208 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14.15=0778) 15096 5-13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0' V 5- 6=(-13056) 2488 15-16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0' V 6- 7=(-12140 2210 16.17=( •754) 4772 14- 6= -310) 1738 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 50.0 )+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0' V 7- 8=( -5222) 946 17-10=( -752) 4772 6-15=(-3278 ) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0' V 8- 9=( -5218) 952 15- 7=( -258) 1390 9-10=( •5482) 926 7-16=(-8536) 1596 NOTE: 2x4 BRACING AT 24'0C UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10-11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDOF ( 625) Connector plate prefix designators: ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083' LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 rows throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111' • 9' ac in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0' Allowed 1.954' + Laterally brace to roof diaphragm. 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0' Allowed = 2.608' MAX LL DEFL = 0.000" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads T '' T ' 4' in the plane of the truss only. f3-00-122-10-15r 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 M-4x6 12 6.00 6.00 Q 6,00 4.0" 8 r! o M-5x6 M-3510 M-36)(10 M-5x16 M -3x4 o M-1"5x4 f T2 ry II o 0 3 -I___________:_____/' +al _� � �I,1 0 q, M M3x6 a 'L c / 12 '1 'C ��1-4 'f 15 16 17 1 o o M-3x8 M-5x12 30.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 841# 1384# yy y J, ), y y yy vp 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 9,71,p JOB NAME :°-POLYGON PLAN 5-B NH - BH1 40-00 Scale: 0.14810 10 'S IN WC,IPN F��y`�S'r0 WARNINGS: GENERAL NOTES,unless otherwise noted: -r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual C� !192:$ P E l Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterely braced at DES. BY: BS Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�+• y�yr po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' ,` %> 46""'-- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ y� n 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON fit! SEQ. : 5992798 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4.- ,' 1tx A design loads be applied to any component. and are for"dry condition"of use. / �'.... rLQ. �y..�„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14, V` fabrication,handling,shipment and installation of components. necessary. r 7.Design assumes adequate drainage Is provided. +„R )VA.- 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II III I III I III I I II II I I I 11111 I III TPI WTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InC./COmpuTru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1678) 3991 15- 3=(-353) 977 12.23=(0) 242 BC: 2x4 KDOF WEBS: 2x4 KDDF STAND 3- SPACED 24.0" O.C. 2-3- 4=(-3338)1493 16.1 1974 7=' -1176` 3653 1 2930 16- 4=( -19) 416 289 LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4.17=(-519) 279 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM312 CHORD LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21°1.1031 1295 )1 2727 7-18=(-153 2776 17- ) 492 8- 9=(-2797) 1389 21.22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(•2288) 1229 22.23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11°) 0) 0 23.13=(-1134) 2638 8.21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13='-3077) 1361 9.22=(-710) 315 OVERHANGS: 10.0' 10.0" 13-14=( 0) 42 11.22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50' 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) )GOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/186 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260" @ 16'- 6.2' Allowed= 1.954" MAX TL CREEP DEFL = -0.466' @ 16'- 6.2" Allowed = 2.606' 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" { MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5' 2-09 4-05-12 4-05-1205-04 6-01-04 03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" T f f 2�-03-0 �3 04-13 5.05-04 1 1. DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T 1' T 1' Design conforms to main windforce-resisting., 12 M-61x410 12 system and components and cladding criteria, rL 6.00 17 M-4x6 M- x8 M- x4 M-4x6 " 6.00 5 7 1 Wind: 140 mph, h=22,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y,:,,• (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M34 load duration factor=1.6, a .. - x � M-3x4 Truss designed for wind loads o i 2 in the plane of the truss only. .,,,N t....- � %M-4x43 co O N M-3x8 M-3x8 M /-� C� 4 1 15 16 17 18! ea.. a ,-�,44a �' 0 M-3x4 M-3x8 9 2022 23 0 �,;, o M 5x8 M �x6 0.241M 3x8 M-1.5x4 0 M-3x4+ M-4x10 h M.12.75 1.89 12 M-5x6(S) 12 y J' ), 3-09 -1 y y y y y , z-05-0, 4-05-12 4-07-08 1,08-0 6-03.06 6-01-04 5-05-04 6-01-08 ,, y 0-1y0 2-05-08 11-11 ,2-00 23-07-08 0,10 , , 14-04-08 25-07-08 ,, 3, 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH5CScale: 0.1332 �� G N LC syr WARNINGS: GENERAL NOTES,unless otherwise noted: -o 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual `.4�� .( s e E r" Truss: AH5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , ''w f� DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d IQ PYA where s rywall(eC). + "" . DATE• 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whershown++ I �,(`�� 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -�r X_OREGON r✓ SEQ. : 5992799 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L•, 4, u,° ,4 design loads be applied to any component. and are for"dry condition'of use. / 4),< rLQ -„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14 V..- necessary. R A I l- '0 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center ' IIII I I I I II II I I I I II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cd=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE 1.15 1- 2=( 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9.20=(-264) 807 SPACED 24.0' O.C. 2- 3= 111:1:1:1U) ) ) WEBS: 2x4 KDDF STAND (•4625 1712 13-14= -1329 3653 4-1417214 386 20-10=�-387 302 3. 4=(-3338 1292 14-15=•1028) 2930 14. 4= -14 289 10.21= 0) 242 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=(-2840) 1155 15.16=( -815) 2757 4.15=(-519) 342 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17.18=( 0) 0 15- 5=(-337) 969 DL ON BOTTOM CHORD = 10.0 PSF 6. 7= -2785 1177 16-18= •812 2776 15- 6=(-640 244 TOTAL LOAD = 42.0 PSF 7. 8=�-27971 1159 18-19=� -802 2727 6.16=(-161 492 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=(-2288) 1038 19-20') -834) 2794 16- 7=(-104) 312 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-2643) 1076 20-21') -972) 2635 18- 7=(-665) 253 10.11=(-3077) 1172 21-11=( -970) 2638 7.19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0" Connector pplate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connec 8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180'' MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232' @ 16'- 6.2' Allowed = 1.954' MAX TL CREEP DEFL = -0.466" @ 16'- 6.2' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed= 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 11-11-11 16-00-10 11-11-11 T T Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. -05-0 T T 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 M- x4 M-?x8 M-1x4 yQ 6.00 load duration factor=1.6, - Truss designed for wind loads in the plane of the truss only. M-3x4 CD 4 M-3x4 `D %M-4x4 co M-3x8 3 o cm O �� f.c o o 1 _.. 13 14 15 16 rm .�11111111116h- 0 c o M-5x8 M 3x4 M 3x8 17 iB 0.251' M 3x8 M 1215x4 M•3x8^_�2o M-3x4+ M-5x6 M-4x10 M-5x6 S M-3x4+ -.2.75 1.89 v ) �2-09-121, 12 yy12 y y y 1, y , ?-05-08 4-05-12 4-07-08 1,08-0, 6-03-06 6.01-04 5-05-04 6-01.08 , , 0-10 2-05-08 11-11 y2-00 23-07-08 (1-10 y , 14-04-08 25-07-08 Y J' 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 `c�`� VDP e.(5,'A� WARNINGS: GENERAL NOTES,unless otherwise noted: t? R , �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,jJ//, Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper �� yG E f 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. DES. @Y' BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywood where and/or drywall(BC). Wit. • 4P. ` building 9 3.2x Impact bridging or lateral brasng required where shown++ 'Cr SC/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. !`, E Q. : 5992800 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, "F,OREGON y *v TRANS I D: 403334 design loads be applied to any component. end are for"dry condition"of use. 7�� 1 �� 3 ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 2. A-* fabrication,handling,shipment and installation of components. necessary. ,�}},�, �1� 6.This design is famished subject to the!irritations set forth 7.Design assumes adequate drainage Is provided. 'V/�"(,j 1y``: V 11111111111111111111 by 8 Plates shall be located on both faces of truss,and placed so their center r�77 r i L TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FFor basiits c connectocate size rplf atete In inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.17=(-1427) 3488 17- 3=( -209) 663 SPACED 24.0" O.C. 2- 3=(-4158) 1779 17.18=(-1282) 3045 17- 4=(- 186) 353 BC: 2x4 KDDF S1ANDR 3- 4=(-3725) 1660 18-19=(-1439) 3656 4-18= -191) 182 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3215) 1467 20.21= 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21.22=(-1559) 4171 7.19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22.23=(-1449) 3686 8-19= 85 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3994) 1670 21-10=) -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.13=(-2515) 1227 10.22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 0 22-11=) -80) 538 OVERHANGS: 10.0" 10.0" 13.14=(-2863) 1308 11.23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908) 1337 13.23=) -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23-14°) -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00' . LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50" 2.84 KDDF 625) 40'- 0.0' -301/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" 20-00.10 9-11-11 MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed 0.111' 9 11-11 MAX LL DEFL = 0.381' @ 21'- 6.8' Allowed = 1.954' T f MAX TL CREEP DEFL = -0.712" @ 21'- 6.8' Allowed a. 2.606' 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed 0.083' �� '( '( MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed 0"111' 2-01-1f2 •2-10-04 0 08 05 2�-01-1'1 5-04-05 -03-09 3-10-08 T MAX HORIZ. TL DEFL = 0.207' @ 39'- 6.5"`. tom, 8-00 8-00 DESIGN ASSUMES MOISTURE CONTENT DOES M•5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Q 6.00 Design conforms to main windforce-resisting 6"00 4-3x4 M-3x4 12 system and components and cladding criteria. M 5x6 =M 4x4 M-4x6 5 M-1 5x4 045" 11 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 */ 7 9 9 yr , (All Heights), Enclosed, Cat.2, Exp"B, MWFRS(Dir), M 3X4 M-1.5X4 Toad duration factor=l"6, c 4 + 4 Truss designed for wind loads n M 1.5x43 �� in the plane of the truss only. o- o M 3x8 le c v 0 v 1 -.1.r-------11*� 18 !1M .: , 6 1 o /-o M-5x10 M-3x8 M-6x1021 23 1 M-3x4+ 0.2�'� M-3x8 M-3x8 0 M-3x4+ M-4x12 <n2.75 1.89 a M-5x8(S) 12 12 J• J• y yy y y ), 2-00 5-06-12 6-04-04 1-00-12 9-03-04 8-02-04 7-06-12 y b 1, 1, y 1, y 0-1� 2-00 11.11 y2-00 24-01 �10 13-11 26-01 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3 D INET .��,� Scale: 0.1400 WARNINGS: GENERAL NOTES,unless otherwise noted: 45.7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual C't. " 2I,a E 1:- Truss: AH 3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility lity of the building designer. ,s" 3.Additional temporary bracing to Insure stili Burin construction 2.Design assumes the top and bottom chords to be laterally braced at Po n9 ty 9 2'o.c.and et 10'o.c.respectively unless braced throughout their lennggtth by , DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC). , `� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �f n 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992801 fasteners are complete and at no time should any tads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G, � '\1)` 1'. r� n� 403334 design loads be applied to any component. and are for"dry condition"of use. '�© '9, 14 2.0 hT' TRANS I D: 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.Dassumes full bearing at all supports shown.Shim or wedge if J��f i 1 b t fabrication,handling, P 7.Design umes adequate drainage is provided. e7 r-7 1-i(L�`"' V shipment and installation of components. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I III I I II I IIII IIIIIII MTe SA,�Inc./CompuTrusiSoftwaret 7.6.6(1L) n request. 10.PFo basic con ectoroplalttdesign values see ESR-1311,ESR-1988(Welt) EXP)KESS:1•2/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' TC: 2x4 KDDF #1&BTR IB4 2012 MAX MEMBER3 FORCES =) - 6 )Cg600 LOAD DURATION INCREASE = 1.15 1- 2=1 0) 42 2-15=(-1267) 3488 15- 3.) -161) 663 21-120(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-4158) 1554 15-16=(-1098 3045 15- 4= -173) 353 3- 4=(-3725) 1463 16-17=(-1145; 3656 4-16=( -192) 258 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 4- 5=(-3215) 1216 18.19=( 0) 0 16- 5=( -358) 1134 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17.19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19.20=(-1292 4171 6.17= -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20-21=(-1162` 3686 7.17=( -85) 56 NOTE: 2x4'BRACING AT 24"OC UON. FOR LL = 25 PSF Ground8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 Snow (Pg) 9-10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2863) 1085 9-20= -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2908) 1176 20.10=( -84 ) 536 OVERHANGS: 10.0" 10.0' 13-14=( 0) 42 10-21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11-21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,CI8,GN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M1SHS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) JT 13: Heel to plate corner = 2.00" 0'- 0.0' -235/ 1775V -89/ 89H 5,50' 2.84 KDDF ( 625) 40'- 0.0' -236/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net( paf) uplift at 24 "ac spacinc I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954' MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.124' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. T 01`-12 ,1,3-01-071 L3-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 T Design conforms to main d cladding criteria 1 system and components and cladding criteria. 2-08-08 2-08.05 01-1 12 Wind: 140 mph h=21.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) (All Heights), Enclosed Cat,2, Ex B, MWFRS Dir M-5x6a 6.00 9 )' 6.00 5 M- x4 M-1,5x4 p g5" =M-4x4 M-4x6 load duration factor=l.8 P• ( )' 7 8 g- 10 1 Truss designed for wind loads M-3x4 f _ . in the plane of the truss only. ,,:x 4 M-1.5X4P4 M-1,5x4 4 v a o M 3x8 3, All no T' of o'`o. =t 1r=1115 M-5x10 t6 17 19 kVA . T 0 o M-3x8 18 19 0 21 1 4 ? M-3x4+ M-6x10 0.25' M-3x8 M-3x8 0 a 2.75 1.89 v M-4x12 M-5x8(S) 12 y y 12 J' J' J' y i' ), y y2-00y 5-06-12 6-04-04 1-00-12) 9-03-04 8-02-04 7-06-12 0-1 2-00 11-11 ,2-00 24-01 Q,10 J y 13-11 26-01 0-10 40-00 b 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 PRap�" Scale: 0.1550 C.;\N' NG(NT �f WARNINGS: 4G� ! f 17 \1'/1, GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual q. Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper { 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et .� DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) rywall(BC). j.,+4"p r. y the overall structure Is the responsibility of the buildingdesigner. plywood sheathin C and/or d 4 DATE: :7/1 1/2014 Po tY 9 3.2x Impact bridging or lateral bracing required where shown++ q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON J,, SEQ. : 5992802 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 'G y� >k W TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. "� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f© 'Qy 14 '/° 4 fabrication,handling, necessary. 4�{}l' f( shipment and installation of components. 7.Design assumes adequate drainage is provided. 41 ' 1 A)t-," 6.This design is furnished subject to the limitations set forth by H.Plates shall be located on both faces of truss,and placed so their center l-I�r''1l I IIIIII II II III VIII VIII VIII VIII III IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ones 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1 IE I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.14=(-3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KDDF #18,13TR 72, T3 2- 3=(-10036) 3504 14-15=(-2800) 8048 3.15=( -842) 308 20.11=(-288) 726 BC: 2x6 KDDF #1&BTA LOADING 3- 4=( -7926) 2942 15.16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16-17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V 5- 6=(•11444) 4480 17.18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(•14240 5666 18.19=(-5020 12570 16- 6=(•2954) 1272 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 40'- 0.0' V 7- 8=(-12464` 5012 19.20=(-4110) 10414 6-17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'• 0.0" TO 40'- 0.0' V 8- 9=(-11704) 4500 20-12=(•1888) 5362 17- 7=( -946) 2576 9-10a( •5842) 2182 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24'0C UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10-11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11.12=( -6230) 2234 8-19=(-1142) 820 12.13=( 0) 42 19- 9=( •392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9.20=(-4962) 2222 OVERHANGS; 10.0' 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -651 65H 5.50' 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50' 5.43 KDDF ( 625) �� ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9' oc 1n 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for nett-5 poll uplift at 24 'oc' 9acing.1 /A l 9" oc in 2 row s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180', 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000' @ 0'-•10.0" Allowed = 0.083" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = •0.000" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.565' @ 18'• 4.5" Allowed a: 1.954' + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed= 2.606' MAX LL DEFL = 0.000' @ 40'- 10.0' Allowed 0.083" MAX TL CREEP DEFL = -0.000' @ 40'- 10.0" Allowed a 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10; 11 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 28-00-10 5 5 11.11load uration factor=1.6, ( Truss designed for wind loads 2-09 �3 02-11 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 2-10-15 3-00-12f � in the plane of the truss only. 320# 320# 12 12 M-7x8 S 6.00 M-4x10 M 5x8= M 6x4 M 4x4 �5") M-39 x10 M-5x6 a 6.00 %M-4x4 io0.0000000. ....iiiiv .,_,Ny.. -1.5x4 tv _ 3 �o ��� !!! ee 3 v c:, c c M-3x10 f� tea too ee /-`,‘..2, o 1 rte'__ 14 15 16 17 18 19 20 A� M 6x8 M-4x10 =M-4x4 =M-10x10 0.25' M-4x10 M-3x8 0 0 o M-3x4+ .-2.75 M-3x4+ M18HS•7x14 =M-8x8(S) M-3x4+ 12 2.75 M-3x4+ y 2-11-04, y 12 ,, ,, ), ), J• , y-05-0E 4-06-12 4-05 ),2 0), 9-02-04 9-00-08 5-04-12 y y G 1p 2-05-08 11-11 2-00 23-07-08 (1:1? 11p 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 �Ea PRap�`sr Scale: 0.1548 `� GINE' WARNINGS: GENERAL NOTES,unless otherwise noted: [^ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual CZ� 7- 24111 G r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH1 incorporation of component is the responsibility of the building designer. r 2.2n4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at - 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10'o.c.respectively unless braced throughout their length by "' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). / , DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ I Cr SEQ. : 5992803 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. q OREGON 40 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �,r� 'Q 1� ��NO, `A, design loads be applied to any component. and are for"dry condition"of use. to `- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8'Design are assumes full bearing at all supports shown.Shim or wedge if 4.1/E. 1 , fabrication,handling,shipment and Installation of components. ry. R R('\•- g P Po 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II IIII 1111 I IIIIIIII(IIII VIII II 1111111111 IIIIIIIII 7PINJlCA In SCSI copies of which will be furnished upon request. lines coincide with joint center lines. Digits ndsize oplate to Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/201 5 1111111 HI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" ICOND. 2: Design checked for net(-5 last) uplift at 24 "oc spacing.' TC: 2x4 KDDF B16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4;KDDF N1&BTA SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE" TC LATERA(_`SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria.: DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF , Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE,7-10, C,CN,CI8,0N18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T T T 12 12 6.00 Q 6.00 I I M-4x4 A- 3 I I co O N 24 co O/— --/O A C. I — �� 0 / ///////////////////////////////////////////////////////////////////// // p M-3x4 M-3x4 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 �� ,t PR0Pe,Fr. r, WARNINGS: GENERAL NOTES,unless otherwise noted: �LE 9 Cl1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Cry !f�� A Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' '" DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). ,.�"Rama, DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ i Q," 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -57 OREGON ii,/SEQ. : 5992804 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L" 4te u,t design loads be applied to any component. and are for"dry condition"of use. / "7 j. �i TRANS I 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if Q , V" necessary. �j ryt7 L V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. IR R f . 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII)I III VIII III I VIII VIII VIII IIII IIIITPINJfCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF 41&8TR SPACED 24.0" O.C. 2- 3.1-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(•101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0).+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6a(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -143/ 961V -92/ 98H 5.50' 1.54 KDDF ( 625) Connector>pplate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0' -107/ 860V 0/ OH 5.50' 1.38 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001° @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075' @ 13'- 5.8" Allowed = 1.306' MAX HORIZ. LL DEFL = 0.016' @ 20'- 0.5 MAX HORIZ. TL DEFL = 0.026' @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 T f T Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. T T T T T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DIr ), 6.00 M-4x6 " :36.00 load duration factor=1.6, 4.0" Truss designed for wind loads 4 4`.--,( in the plane of the truss only. ii y M-1.5x1yM15x4 o M M O O 7 8 446 O M-3x4 0.25" M-3x4 M-3x4 O M-5x6(S) ; y ,1 y 7-00-03 6-05-11 7-00-03 J• y y 0-10 20-06 JOB NAME : POLYGON PLAN 5-6 NH - D2Scale: 0.2933 `p,s<<„CONE�n is,, 7 WARNINGS: GENERAL NOTES,unless otherwise noted: 5 (J/ 'Y ��"S� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �� ..'l h A. E 1- T r u s S: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper .+G fff 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywoodquired sheathing(TC)and/or drywall C. r the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracingrequired where shown++ 'X. /'� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992805 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 72. t' ��✓ design loads be applied to any component and are for"dry condition"of use. ,� ��. _y TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Des gn assumes full bearing at all supports shown.Shim or wedge if Q 1 t}° �ly T fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their centerR `'"� II I I I I I 11111 I II11111111 IIII TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center bines. 9.Digits indicate size of plate In Inches. r-�/p1�r- MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) C/lP(RCJ:12/31/201 rJ IIII II III This design prepared from computer ir;put by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#18BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1-5=(-127) 422 3.5=(0) 214 2x6 KDDF#18BTR Ti SPACED 24.0" 0.C. 2.3=( 0) 0 5-4=(-123 424 BC: 2x4 KDDF N18BTR 3-4.(-539) 187 WEBS: 2x4 KDDF STAND LOADING ( ) LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TO LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED'BAG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0' -382/ 424V -32/ 34H 137.50' 0.68 KDDF 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0' -68/ 417V 0/ OH 5.50' 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.: M•1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083' MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0.111' Connector pplate prefix designators: MAX TL CREEP DEFL = -0.012' @ 15'- 9.0' Allowed = 0.572" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = 0.007' @ 13'- 2.0" Allowed = 0.291" M,M20HS,M18HS,M16 = MiTek MT series Refer to CompuTrus standard gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5' specifications. MAX HORIZ. TL DEFL = 0.005' @ 20'- 0.5' - DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 06 14-03 oad duration factor=1.6, '1 4 09 in the Truss designed for wind loads 12 -M-4X4+ 12 plane of the truss only. f 6.00 C.7 ."--7.16.00 M-4x6- inp M-3x4+ 0 1 c- p �'. pr. p M-3x6 M-1.5x4 M-3x4 p y M-3x6(5) y y 11-05-08 y y 15-09 4-09 J, y 0-10 20-06 y JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 �5��`_tG N o PR0Fess/ WARNINGS: GENERAL NOTES,unless otherwise noted: ? //r�1 'T d 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (E W G -37 Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stablRty during construction 2.Design assumes the top and bottom chords to be laterally braced et ,,,."� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +mss! '> DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ lf..r - : c �]o C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4, SEQ. : 5 992806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, -5' OREGON t* x1/4 `V design loads be applied to any component. and are for"dry condition"of use. 7,q� O� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14 P� fabrication,handling,shipment and Installation of components. necessary. A,, 6.This design Is furnished subject to the imitations set forth 7.Design assumes adequate drainage is provided. 'v/�f_j ty'1 A 11111111111111111111111 IP by 6.Plates shall be located on both faces of truss,and placed so their center r€ i TPIANfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. MiTek USA,Inc./COf11 ulcus Software 7.6.6(1 L)-Z late in Inches. 0.Forrits basiciconnector plcate size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=2-3=((-574) 113 3 5-4=(-40) 429 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0' -58/ 489V 0/ OH 5.50' 0.78 KDDF ( 625) ** For hanger specs. - See approved plans designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • Connector plate prefix t c,;• 0 t di oc s.: ;ng.l N REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. tosirs t C,CN,C18,Cn18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ O'--10.0' Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026' @ 8'- 6.3" Allowed = 0.383' MAX TC PANEL TL DEFL = 0.075" @ 8'- 6.3" Allowed = 0.575' MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006' @ 11'- 2.5' 1' DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 HIM-4x4 4 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. f- • 3 ',� Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �\ oad Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 CO 0 CO CO ��114*. I. IIIP -/C? f' °/- 1 cr �� 5 4 **0 0 M-3x4 M-1.5x4 M-3x4 J., y y 5-10 5-10 I I I 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2L. „ OPRQEcSdi Scale: 0.4999 �J� ,(N N 09ii/ .1 WARNINGS: GENERAL NOTES,unless otherwise noted: C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC` e R E Tl` Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /t" 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON A.SEQ. '. 5 992807 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use . L/©'�i�Y 14: 2�� � TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Dec sna ssumes full bearing at all supports shown.Shim or wedge If {y fabrication,handling,shipment and installation of components. ry. V p P 7.Design assumes adequate drainage is provided. "^Ai� -�"" 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIII II II 111111111111 IIIII III (III 101 ' wrequest. MTe USA,Inc./CompuTrus 7.6.6(1L)E 10.lines coincide of For9. bsconnectorpltedesign values see ESR-1311,ESR-1988(MiTek) EXP(RE5:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' ICOND, 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 p g' BC: 2x4 IOW #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TO LATERAL SUPPORT <= 12"O0. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10,M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud tailifors. Refer 5-10 5-10 complete specificatiionse end detail for 1' 1 T 12 12 6.00 ' HM-4x4 Q 6.00 /- 3 I I M 0 0 O M 2 0� 4 ,d. �o o 0 ,., o M-3x4 M-3x4 1, 1, 0-10 11-08 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 `�C' Gp(���r t fo WARNINGS: GENERAL NOTES,unless otherwise noted: /t/t C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 ' .r{h . tT-. `. Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 77GGG 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE 7/11/2014 responsibility designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,, r Ow,> the overall structure Is the res nsibili of the building 3.2x Impact bridging or lateral bracing required where shown++ �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. S E Q any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 74. v. (JREGQN c/ TRANS I D: 403334 ` design loads be applied to any component. and are for"dry condition"of use. f. ,� '� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q r 14, 2� `j' fabrication,handling,shipment and Installation of components. necessary. �I 7.Design assumes adequate drainage Is provided. 41C.FR`LA' 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1"{ I IIIIII II II VIII IIIIIIIIIIIIII VIII III IIIITPIMfiCA in BCSI,copies of which will be furnished upon request. lines cdndde with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIII 01 This design prepared from computer i, put by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1.4=(-54) 72 2-4=(-f87) 169 BC: 2x8 ?DDF N1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) IC LATERAL-SUPPORT <= 12°OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0' TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF 625 Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5' max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 2: Design checked for nett-5 oaf) uplift at 24 'oc ssacinq.' ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX IC PANEL TL DEFL = -0.097" @ 3'- 0.5' Allowed = 0.484" M,M20HS,M18HS,M16 = MiTek MT series 5-08-04 0-0 'f 3-(2 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2" T MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M 1.5x4 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dor), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M O v O co co o� I�1 I. IIIIIJI .f- ►t ** 4 O M-5x16 M-3x10 y )" ), 5-08-04 0-03-12 )" )" 6-00 JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD ��,�ck�GN s, Scale: 0.5462 ,g WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ! 7 j `e E (' Truss': Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and propery 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. y,,.' i1�. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: B S2'o.c.and at 10'o.c.respectively unless braced throughout their length by eilow is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). .. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C r/�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -'17 OREGON to S E Q 5992809 fasteners are complete and at no time should any loads greater than 5.Deslgn assumes trusses are to be used in a non-corrosive environment, 4p \ , end are for"dry condition"of use. }'' design loads be applied to any component. Q 14 2 A, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Desnecessary.assumes full bearing at all supports shown.Shim or wedge if y S fabrication,handling, �FiR`t_,.-- S•+ shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII VIII VIII III IIIITPIIWTCA in BCSI,copies of which will be furnished upon request. Digit coincidenwith joint center Ines. 9.Digits indicate size off platein(Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111111111im PAC design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF R18BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -170/ 881V -41/ 104H 5.50' 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max, nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5' Allowed = 0.484' M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2' 1 T .' .1 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 g (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DIr), load duration factor=1.6, Truss designed for wind loads ._.agig10101°11°11111°1111111111111111111111111111111111111111111111111r111111gglliIlldIII in the plane of the truss only. M O V O co -•(?/- I_ -Al� I JI o� o .. 4 M-5x16 M-3x10 ** ; y i 5-08-04 0-03-12 J, y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 <<',03 pN� si WARNINGS: GENERAL NOTES,unless otherwise noted: j/ �y -Trus1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4Y. ., SPE 1- Truss: s: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure sterility during construction 2.Design assumes the top and bottom chords to be laterally braced at w DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '* Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall BC). Ar - DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ , 4.No load should be eppled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'SP� OREGON�� /0 SEQ. : 5992810 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. /0 _-Q f' 14 2. �.{. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If {� fabrication,handling, components. necessary. ' V shipment and installation of 7, necessary. ss assumes adequate drainage is provided. r+.'r-f. It .-V• This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 10 11 1111 II I VIII III III II III TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint acenter che. 9.Digits indicatesize of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) EXPI RES:12/31/2015 ;I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft TCDL=4.2,BCDL=6.0, ASCE 7-10 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc P , M,M2OHS,M18HS,M16 = Mitek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1"6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. I I I 12 12 6.00 17 .. .16.00 IIM-4x4 /- 3 I I n 0 0 N coq co o/_ —/o v — — - v � I /I/l///// // / // // l//////////////////////////// /////////// /////oo M-3x4 M-3x4 , ), y 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-B NH - G1 sale, 0.60,9 `�,!<:". s� WARNINGS: GENERAL NOTES,unless otherwise noted: 63 r+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual !� .(A�� w-5. , E { Truss: G 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) ry (B ) 0^ "" racing a shred w C and/or.. well C. ,,,.. r};i r > DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � rt 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -�7L A_OREGON 4' SEQ. : 5992811 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, >k 1�� design loads be applied to any component. and are for"dry condition"of use. / "9y r{}� 1y1.' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if © 14 VS fabrication,handling,shipment and installation of components. necessary. 4EA R}GL 7.Designlaesassumes adequateddrainagecis oPsd.and This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III'I 11II 1111111 II I III I IITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 (IIII Al This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF e18BTR LOAD DURATION INCREASE = 1.15 1.2= ( ) BC: 2x4 KDDF N18BTA ( 3 42 2-4= 0 0 SPACED 24.0" O.C. 2.3=(•63) 29 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 14.2' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -77/ 404V 0/ 66H 5.50' 0.65 KDDF ( 625) Connector plate prefix designators: 5'- 0.2' 0/ 64V 0/ OH 5.50" 0.10 KODF ( 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 3.0' -58/ 140V 0/ OH 1.50' 0.22 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 'COND. 2: Design checked for net(-5 asfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005" @ -1'- 2.2' Allowed = 0.119' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005' @ -1'- 2.2" Allowed = 0.158" MAX TC PANEL LL DEFL . 0.037' @ 3'- 2.1" Allowed = 0.303' MAX IC PANEL TL DEFL = -0.046' @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2' 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2' 4.00 3 DESIGN CNTENT DOES NOT EXCEED U19%ATITIME EOFOMANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. A Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. 1,. M-3x4 `•I to r/-- - - o o/- _1 2 4�\ y y y 1-02-04 (PROVIDE FULL BEARING; t ' 4 3I 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 ��c�t N°A�Fy�s, WARNINGS: GENERAL NOTES,unless otherwise noted: 4 T -4- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual �� .sly 61,PE fir.- Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper LL ttt 2.2x4 compression web bredng must be installed where shown+. Design assumes a the component Is the mspo dto of ha braced building designer. All4r ' 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at /' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywall(BC). e�~ DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ C n o n 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON `,, SEQ. : 5992812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- h W design loads be applied to any component. and are for"dry condition"of use. �,. ,<r Q'+� y''�' TRANS T 0 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14 2 r fabrication,handling, necessary. �(,, 'Q` shipment and Installation of components. 7.Design assumes adequate drainage Is provided. '7 Cb RIO- 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �7 r-1 11111111111111111110.TPINVTCA in BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IMIIIIIIIIIIIbk • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.l IC:. 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Toad duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 I--- g in 0 0 N 2 _...ggigli oilir r1— M 4 M-3x4 y y y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 Scale: 0.7728 �C Nfi/S' WARNINGS: GENERAL NOTES,unless otherwise noted: r «jy 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en individual G !l f® E Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. r 3.Additional temporary bracing to Insure stability during construction 40 2.Design assumes the top and bottom chords to be laterally braced at J ,///,/ DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ,�* po ty continuous sheathing such as plywood sheathing(TC)and/ordrywalt(BC). /"'�', DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr t1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON 4J SE Q. : 5992813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L ?',, \� k design loads be applied to any component. necessaand are fory.r"dry condition"of use. / � TRANS I D: 403334 5.CompuTrus has no control aver and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge If © "9)/fli 1 22S) i- 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ]R I y 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center II II II IIIII III I IIIII IIIII VIII III IIII TPI/WfCA In SCSI,copies of which will be furnished upon request. Tinge coincidec with joint centerI Ones. in 9.Digits indicate size oplate o inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 NIT.) EXPIRES:1 2/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1.4=(-44) 58 2-4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V ••30/ 80H 4.00' 0.47 KDDF 625) 625`Connector plate prefix designators: 7'• 1.5" -37/ 307V 0/ OH 5.50" 0.49 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2oHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (' 9• REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TO PANEL LL DEFL = 0.152' @ 3'- 5.5" Allowed = 0.408" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-07-12 �05 1� MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7' MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. M 1.5X4 Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. tm ,- co 0 (NI n Tr Ali I 0 c, 1► 110--- 4f M-3x4 M-1.5x4 J.. ), ), 6-07-12 0-05-12 y y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 ��� GINE4' WARNINGS: GENERAL NOTES,unless otherwise noted: ��C9 • /f "!•.7r- Truss: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual jG, r- r+ T r'u S s: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper L. 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,r✓' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be Iateraho braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'titin and at 10'o.c.respectively unless braced throughout their length by tr continuous sheathing such as plywood ueathin and/or drywail(BC). w"+atmw!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .Ct SE�1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'T OREGON • 14 W. : '5992814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, \} A, TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. 6. ,!^ .Q}. 14 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If 41 fabrication,handling, necessary. fab shipment and Installation of components. 7.Design assumes adequate drainage is provided. ` N- 6.This design Is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111 11111 I 111111 IIVIIIIIII Hill IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. B.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 J IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for net(-5 Oaf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0. 0.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 140 m h, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,Wind: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 122 -V 4.00 0 0 . 1111111d1 Lr) N 1 V III 3 M-3x4 ), y 5-01-08 P JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: 0.8258 ,cps GINE we, WARNINGS: GENERAL NOTES,unless otherwise noted: CO 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t. .( 0 0 E r Truss:" G5 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �r o 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of g continuous sheathing such as plywood sheathing(fC)and/or drywall(BC). ,,,, 'APP. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ M! -(,.' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -yy �RE�7�N (,� SEQ. : 5992815 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, ,fit* design loads be applied to any component. and are for"dry condition"of use. / -93., 2-° ..r., TRANS I D; 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O14, 0P fabrication,handling,shipment and installation of components. necessary. ' 'R R(�� 7.Designlaesassumes adequatead drainage is of truss,and This design is fumished subject to the Fmitatlons set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII III I VIII II II I III II IIIITPI WfCA in SCSI,copies of which will be furnished upon request. lines cdicawith joint center lines. 9.Digits indicate size offpplatetein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 HDII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Co-1 00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 4 ' 1.3=( 0) 502-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6.7=( -42) 19 OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -23/ 377V -78/ 340H 5.50' 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50' 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50" 0.30 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2' -107/ 214V 0/ OH 1.50' 0.27 KDDF ( 625) 19'- 10.9' -16/ 33V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) 7-09-12 12-01-03 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" 0 -1'- 0.0' Allowed = 0.133' MAX TO PANEL LL DEFL = -0.031' @ 2'- 11.9' Allowed = 0.397" f: MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00 I.--'' system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,8001=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, 4 t Truss designed for wind loads M-3x6(5) (0 o in the plane of the truss only. 0 ® 3 1 • M O V 1 n. O M-3x4 J, ), - y ,1 0-10 6-00 13-10-15 (PROVIDE FULL BEARING;Its'2 8 3,4 5 6 7I JOB NAME : POLYGON PLAN 5-B NH - J 10Scala: 0.2814 c,�e� �PROP ,E,E , WARNINGS: GENERAL NOTES,unless otherwise noted: / T yi 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual . iy 10 II E r- Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper GGGGEr, 2.23(4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,,+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y syr+ DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by OA." the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood where and/or drywall(BC). ,,,,+0(r1ler - +'�'. DATE: 7/11/2014 P ty 9 3.2x Impact bridging or lateral bracing required where shown++ SO Ct. 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON to SEQ. : 5992816 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q1- • D" -A, design loads be applied to any component and are for"dry condition"of use. �. ,�i„ �'\ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2 r-k- fabdcation,handling,shipment and installation of components. necessary. ��}}__ <2 6.This design Is furnished subject to the limitations set forth 7.Designlaesassumes adequateatedon otfaces drainage is provided., '7�`R.t7'L� V 9 1 by 8.Plates shall be located both faces of truss,and placed so their center rrll 1111111111111110111 (VIII(I III I III I VIII VIII VIII(III III) TPIMRCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center tines. !I9.Digits Indicate size of plate In Inches. 10. MITek USA,Ina/Cpm UTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/3112015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2-3=(-327) 162 3-4=(-220) 97 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2• -168/ 347V 0/ OH 1.50° 0.44 KDDF ( 625) 9'- 11.2' -113/ 224V 0/ OH 1.50' 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' -144/ 295V 0/ OH 1.50' 0.38 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7' -51/ 104V 0/ OH 1.50' 0.17 KDDF ( 625) ICOND. 2: Design checked for net(-5 ssfl uplift at 24 'oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed 0.397" MAX TC PANEL TL DEFL = ' @ 2'- 11.9" 0.596' 'r MAX HORIZ.4:501E FL = -0.005" @ 1A7!)::(1.9: 10111111 --/ MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9° DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 :' system and components and cladding criteria. 6.00 V Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 Trussddesignedfforowind6�oads in the plane of the truss only. Or M-3x6(S) 40 #000000000000000000003 00101101111.M O o 17- -, O M-3x4 y' /, 1, y 0-10 6-00 11-11-11 (PROVIDE FULL BEARING•Jts:2.7.3.4.5.61 Pe JOB NAME : POLYGON PLAN 5-B NH - J9 scale: 0.3077 ``3����PN Qft� 51,f WARNINGS: GENERAL NOTES,unless otherwise noted: A w (I®®.(c -., 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual (02 P L. Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,.'.-.� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.0.c.respectively unless braced throughout their length� by po aY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.+' �amllin" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A S Eli :' 5992817 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y_OREGON 1.0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �4... -p�� ��bt A, design loads be applied to any component. and are for"dry condition"of use. �S_ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2 �y T necessary. 'M "R R 10.0- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 II II I II Int VIII(III(III(III TPINYTCA in BCS(,copies of which will be furnished upon request. Digs coincidentwith JointaIn Ines. III 9.Digits indicate size of plate In inches. MiTek USA,IDC./COmpuTrun Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) , S:12/31/2015 IIII 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-70(0)>0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-287) 142 3.4=(-184) 79 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF Connector late prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA pp LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES C,CN,CI8,CN18 (or no prefix = CompuTrus, Inc 0'- 0.0' -23/ 353V -61/ 265H 5.50' 0.56 KDDF 625) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -162/ 343V 0/ OH 1.50' 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7' -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 sof) uplift at 24 'oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4° Allowed = 0.397' -/ MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596' 14 MAX HORIZ. LL DEFL = -0.004' @ 15'- 10.9' 5 MAX HORIZ. TL DEFL = -0.004' @ 15'- 10.9° DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 V system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. co 3 co 0 o 1 _ 0 7- --/ M-3x4 ), I - y 1, 0-10 6-00 9-11-11 [FEOVIDE FU R ARIN.'Jts•2 7 3 4 5 61 JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 `,st\'\" On WARNINGS: GENERAL NOTES,unless otherwise noted: �l/J// i, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4' e W L 0 4 E �1. Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper LLLL 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stabikty during construction 2.Design assumes the tap and bottom chords to be laterally braced at ,✓� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ,.0*'.'••!• the overall structure Is the of the 3.2x Impact bridging or lateral bracing where shown+. it 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �i OREGON SEQ. : 5992818 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- , hk design loads be applied to any component. and are for"dry condition"of use. �,r ,<j Q1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © Y- 14 2 h� fabrication,handling, necessary. A shipment and installation of components. 7.Design assumes adequate drainage is provided. VV 6.This design is furnished subject to the bndtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R` '� I IIIIII III VIII VIII VIII VIII I III III IIITPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF 61&BTR SPACED 24.0" O.C. 2-3=1.246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 HOOF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -155/ 338V 0/ OH 1.50' 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -129/ 265V 0/ OH 1.50' 0.34 KDDF ( 625) 13'- 11.7' -51/ 109V 0/ OH 1.50' 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 of) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed 0.111' • MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397' 5 -f MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9' Allowed = 0.596" �1 MAX HORIZ. LL DEFL:s-sOu.m0E:3"11 @ 13'- 10.9"MAX HORIZ. TL DEFL -0.03" @ 13'- 10.9" Iri DESIGNOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 4 Design conforms to main windforce-resisting system and components and cladding criteria. �� Wind: 140 mph, h=22,7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10t (All Heghts), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads d in the plane of the truss only. 0 3 ,t CO o 4 1 M-3x4 J, ), J, y 0-10 6-00 7-11-11 (PROVIDE FULL BEARING,,1te:2.8,3,4.51 JOB NAME : POLYGON PLAN 5-B NH - J7 aINE- ���� � Scale: 0.3795 �jIINE ,�9y. "J ' WARNINGS: GENERAL NOTES,unless otherwise noted: .'T //� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual GZr�` !C� ® (vt.- 7 and Warnings before construction commences. building component.Applicability of design parameters and proper �y Truss: J I Incorporation of component Is the responsiblty of the building designer. //� 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ""' 3.Additional temporary bracing to insure stabilty during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by - -- - DES. BY:: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). i! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ E IZ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON tk w SEQ. : 5992819 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. V design loads be applied to any component. and are for"dry condition"of use. /4 'Qy' �P�h-,- • TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If © 1 , s necessary. R A' fabdcetion,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 0.- 6.This design is furnished subject to the iMtatiuns set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111111111111111111111111111111111111111 TPI/WTCA in BCSI,copies of which will furnished upon request. git dicawith joint tecenter lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 mIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2.3=(-208) 105 3-4=(-102) 46 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -38) 18 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 352V -45/ 198H 5.50' 0.56 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc Cueing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = -0.030' @ 2'- 11.9" Allowed = 0.397" 5 -/ MAX TC PANEL TL DEFL = -0.050' @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. ADesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 v, Truss designed for wind loads o in the plane of the truss only. 11 fo M O lilri O 1 6� G � M-3x4 y y y 1, 0-10 6-00 5-11-11 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 �c<' GIrv° s,�, WARNINGS: GENERAL NOTES,unless otherwise noted: 4 -7 1, C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .(t .(�e, E r Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �mr Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). riArr! '�"�"'" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M (� /� C r]o n 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - ORE ON 14/ SEW. : 5992820 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �� Zj� �� design loads be applied to any component. and ere for"dry condition"of use. Y 2� .,f(-, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if © 1 , >4y fabrication,handling,shipment and installation of components. necessary, r 7.Plates assumes ca ed one othdrafac a is truss,a. +„ (1,`,- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 01111111111111111111 VTPInNiCA In BCSI,copies of which will be furnished upon request. lines coincide with joint centernche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(0),0 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. 2.3=(-170) 99 3.4=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50' 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICON. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18*O MAX LL DEFL = 0.001' @ 0'--10.0' Allowed _ 0.083" MAX TL CREEP DEFL = -0.001. 0 0'--10,0" Allowed 0.111' MAX TC PANEL LL DEFL = 0.028" 0 3'- 4.9' Allowed u' 0.397° -/ MAX TC PANEL TL DEFL = -0,048' @ 2'- 11.9' Allowed, 0"596' MAX HORIZ. LL DEFL = -0.002' 0 9'- 10.9 12 w MAX HORIZ. TL DEFL = -0.002' @ 9'- 10,9` 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �� o Truss designed for wind loads in the plane of the truss only. co o./- Si o,- 15�_ --/ 0 M-3x4 y ), 1, ), 0-10 6-00 3-11-11 JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: 0.4887 `p. R GINE,Ss WARNINGS: GENERAL NOTES,unless otherwise noted "v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4Y- .(�A• -E �{' Truss J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by J.the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ( �,� plywood sheathing(TC)end/or drywall BC). ,,,w�'rit'aim,- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON (� SEQ. : 5 992821 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4 ' ,tx ,tom design loads be applied to any component. and are for"dry condition"of use. / 'Q1✓ 4riO .S{„ TRANS I D: 403 334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if Q t �. necessary. /°" R RIO- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 1" 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center II II I II VIII(IIII VIII VIII VIII IIII IIIITPIAMfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of platetein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/3.1/2015 qg • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0" 0.C. 2-3=(-126) 92 3.4=( -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -142/ 337V 0/ OH 1.50' 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50' 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsfl uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' 12 MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.598' 6.00 FR MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Nr o load duration factor=l.6, 4 Truss designed for wind loads in the plane of the truss only. cy Q/- . o 1 0.....-- -"i5110-=-w -/ M-3x4 y y y y 0-10 6-00 ':r r -" 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 � �, ,v, s,, WARNINGS: GENERAL NOTES,unless otherwise noted: s' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 .. Tr ca T2s e P E 1- Truss: J 4 and Warnings before construction commences. building component.Applicability of design parameters and propery 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4000111"Jam- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' BS 2'o.c.and at 10'a.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). *n1Aa�- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 484101 �j`Z, C/1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -? A-OREGON '0 SEQ. :. : 5992822 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 7 ,,,(* ,f, design loads be applied to any component. and are for"dry condition"of use. / _ 2 �", TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 Q fabrication,handling, DeR R rt-'. >( shipment and installation of components. 7.Dessignign assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII II II VIII III I I II VIII I I I II III) TPI/WfCA In BCSI,copies of which will be furnished upon request. Tines coindde with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II I II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2-3=(-96) 88 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ({SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDS)° ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -69/ 160V 0/ OH 1.50' 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M(BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IDDND, 2: Design checked for nett-5 Intl uplift at 24 "ox spacingI VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180- BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed 0.083' ;,; AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" +' MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed= 0.395' : 5-11-11 MAX TC PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' 12 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 6.00 17 DESIGN ASSUMES MOISTURE CONTENT DOES 3 -/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1401011 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v 0 el CI c),.,_ Nr c, Nii o,� 1 ►/ 4►� -/ M-3x4 1, y 1, 0-10 !PROVIDE FULL SEARING:Jts:2,4,31 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 • , S WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Ct.� . iii 1.9 ® p E 1-- Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additlonel temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their lenby is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d ) PY 9(r s rywell(BC). .. ` 448111001P DATE• '� 11 2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41 /C��C' 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON w SEQ. : 5992823 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L• �' N� h design loads be applied to any component. and are for"dry condition"of use. /• 4)v ZQ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ' 14 � fabrication,handling, necessary. / 1R1L.1" shipment and Installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111 TPI WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:1213.1/2015 IIIB III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 4 ' BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-63) 49 2 42 4=( 0) 0 TC LATERAL SUPPORT <o 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10;0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 321V -14/ 73H 5.50' 0.51 KDOF ( 625) Connector plate prefix designators: 3'- 10.9' -99/ 114V 0/ OH 1.50' 0.18 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ S7V 0/ OH 5.50' 0.09 KDpF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-6 asf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'-•10.0" Allowed = 0.111° 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.078" T '1 MAX TC PANEL LL DEFL = 0.012' @ 2'- 2.2" Allowed = 0.246' MAX BC PANEL TL DEFL = -0.034' @ 3'- 1.4' Allowed= 0.333' 12 MAX BC PANEL TL DEFL = -0.004' @ 4'- 1.4' Allowed = 0.333" 6.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. ') Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, Truss designed for wind loads 0 in the plane of the truss only. cv Cr, 0/- 4 C� 1 ►�4 �' M-3x4 .1, 1, 1, 0-10 !PROVIDE FULL BEARING:Jts:2.3.41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 �5,(. 4'0..0. WARNINGS: GENERAL NOTES,unless otherwise noted: C? •T ?i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .'"C. .��`' E A-- Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at4410,1P , DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywooding( and/or drywall(BC). ,mow ; DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng requiredaired wheree shown shown++ SEQ. : 59928244.No load should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 .OREGON 4f fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, 71D` TRANS I D: 403 334 design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if "101✓ 1 4 2,c�4 t4bdcalion,handling,shipment and installation of components. necessary. V� 7.Design assumes adequate drainage is provided. �Fir�t-v �\, ' - V 6.Ibis design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their cantor II I I I IIII I II I I I I I III Tpl/WTCA In BCSI,copies of which will be furnished upon request, lines cdndde with joint center linea --- 9.Digits indicate size of plate in Inches. MiTek USA,Inc./ComuTrus Software 7.6.6 1 L-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Exp)RES:1 1/201 1111 MillThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50' 0.42 KDDF ( 625) 1'- 10.9' -108/ 90V 0/ OH 1.50' 0.14 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 nsf) uplift at 24 "so ssacinq.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" f ' MAX TC PANEL LL DEFL = 0.001' @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.005' @ 2'- 8.6" Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333' 6.00 " MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ..1- co 4 1/1 cp 1 ►.t ►��4 M-3x4 1- y 1, 0-10 (PROVIDE FULL BEARING'Jts:2.3.4I 6-00 JOB NAME : POLYGON PLAN 5-6 NH - J1 Scale: 0.7144 ��4 P nWARNINGS: GENERAL NOTES,unless otherwise noted:1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual � . E r Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper +i+"" 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at b DES. BY: BS is the responsibility of the erector.Additional 2' and at 10'o.c.respectively unless braced throughout their length onal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).). ,re DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A SEQ. : 5992825 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ��//"-OREGON lid fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �1.�, ie., ' �Q+,, �A. design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6'nDecessa ssumes NII bearing at all supports shown.Shim or wedge If Q '4114 �F* fabrication,handling,shipment and Installation of components. ry R 5 P Po 7.Design assumes adequate drainage is provided. R r M-" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPIhVTCA in SCSI,copies of which will be furnished upon request. lines coincide with jointe center lines. 9.Digitsi ondt size ofpctIn Inches. fi, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIII I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-224) 105 3- 9=(-308) 164 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-153) 67 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -68) 32 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9' -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9' -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 18'- 11.7' -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soscing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0° Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8' Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8' Allowed = 0.339" T f MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19's AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 7 Wind: 140 mph h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads O o in the plane of the truss only. r; to M-4x6 y` o¢ M-3x4 88 - o A- oPAMMIligaii M-3x4 0 O 8 O cw M-3x4 M-1.5x4 cw 7 7 7 7 2-03-12 2-10-08 0-09-12 7 7 7 7 0-101 2-05-08 7 11-06-03 7 6-00 7-11-11 'PROVIDE FULL BEARING:Jts:2.9.4.5,6I JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 ������� PNss,© WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t''. !{I/01 E 1:- Truss: J 7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ee.4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywoodeathin end/or drywall(BC). /mm DATE: 7/11/2014 the overall structure is the responsiMlity of the building designer. 3.2x Impact bridging or lateral bracing required where ere s shown++ w , 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7T OREGON !(j SEQ. : 5992826 fasteners are complete and at no time should any Mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /, ",,,q .� design loads be applied to any component. and are for"dry condition"of use. },+ rZQ -1.... x. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 1 RPfabrication,handling,shipment and installation of components. necessary. �`' 6.This design Is furnished to the imitations set forth 7.Design assumes adequateatedon drainage e i os f trus,provided. "'" �L� IIIIII II IIIII III IIIII III III I II I IIII 9 subjectby 8.Plates shall be located both faces of t uss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201 5U VIII ( IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF q1&BTA SPACED 24.0" O.C. 2- 3=)-245) 43 7- 9=(-165) 278 7- 3=) 0) 49 EBS: 2x4 KDDF STAND 3- 4.(-213) 71 3- 9=(-289) 171 4-TC LATERAL SUPPORT <= 12"OC. UON. LONDIOG 5. 6=(-101` 770 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+pL( 7.N) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 24.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -27/ 356V -39/ 215H 5.50' 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9' -136/ 299V OI OH 1.50' 0.38 KDDF ( 625) 9'- 11.7' -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 'WI uolift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.009' @ 2'- 3.8' Allowed = 0.254' 11-11.11 MAX TL CREEP DEFL = -0.014' @ 2'- 3.8' Allowed = 0.339' MAX LL DEFL = 0.042" @ 11'- 11.7' Allowed = 0.200' 1' T MAX TL CREEP DEFL = -0.048" @ 11'- 11.7' Allowed = 0.267' -/ MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.0017 Design conforms to main windforce-resisting system and components and cladding criteria. 03 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads m r,j rn in the plane of the truss only. M-4x6 Com` M M-3x4 o 9B -o m s o ��r�mm M-3x4 M-1.5x4 �� c o M-3x4 1, .1 1, ), 2-03-12 2-10-08 0-09-12 1' 1, 1, 1, 0-10, 2-05-08 , 9-06-03 y 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2.9,4.51 Rop es JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 x:<,/ s'' WARNINGS: GENERAL NOTES,unless otherwise noted: 12$ [/[1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 ''.7 1 2®.® E r Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. igi ,/.rir 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ,/�""„ 2'o.c.and at 1p'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d all BC. 9(r ) m ( ) DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `40 `(,�, 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. -y7 OREGON 4/ SEQ. : 5992827 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L 1t" k design loads be applied to any component. and are fsr"dry condition"of use. / -Q y 2- ..k„ TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O t 4, necessary. J(,1�,� ` ' fabrication,handling,shipment and installation of components. 7. necessary. Design assumes adequate drainage is provided. 4. 6.ThIs design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines with joint center fines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -69) 178 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-245) 43 6.8=(-114) 278 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3-8=(-289) 118 LOADING 4-5=( -70) 32 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ($PECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -27/ 347V -37/ 166H 5.50' 0.55 KDDF ( 625)A 5'- 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDOF ( 625) C,CN,C18,GN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' -138/ 301V 0/ OH 1.50' 0.39 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7' -49/ 103V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for nett-5 osf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = -0.007" @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.014" @ 2'- 3.8' Allowed = 0.339' 9-11-11 MAX HORIZ. LL DEFL = -0.005' @ 5'- 2.3' T I MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 11 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 m h, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o •cro V o_ in the plane of the truss only. tilt v M-4x6 o al 8 �m o �0lm M 3x4 M"1.5X4 �u M-3x4 M-3x4 J, ), 1, ), 2-03-12 2-10-08 0-09-12 ,k ) y i 0-10 , 2-05-08 7-96-03 y 6-00 3-11-11 PROVIDE FULL BEARING:Jts:2,8,4,5I JOB NAME : POLYGON PLAN 5-B NH - J5Cscala; 0.3783 `5W�GN `r% WARNINGS: GENERAL NOTES,unless otherwise noted: ope •T 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual [rte 7,!.j .10� vsy E 1'" Truss: J5C and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. AO, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d the overall structure is the responsibility of the buildingdesigner. her ) rywel C). in!.;.. DATE: 7/11/2014 Po ty g 3.Zx Impact bridging or lateral bracing required where shown++ C'/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '�7 OREGON tri S E Q. : 5992828 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, y / " ,�� design loads be applied to any component. and are for"dry condition"of use. / �y t�J�... TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 V` fabrication,handling, necessary. f shipment and installation of components. 7.Design assumes adequate drainage is provided. R A 11L-- 6.This design Is furnished subject to the imitations set forth by 8.Plates shalt bq located on both faces of truss,and placed so their center II I I I I I I I II I I II III III TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=( -84) 228 7-6= 0) 18 BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C. 2-3e(-297) 65 6-8=(-138) 358 6-3= 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-153) 82 3-8= -372 143 LOADING 4-5=(-100) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) Connector plate prefix designators: 5'- 2.3' 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 innuplift at 24 "on spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = -0.010' @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.018' @ 2'- 3.8' Allowed = 0.339' MAX LL DEFL = 0.041' @ 7'- 11.7" Allowed = 0.197' MAX TL CREEP DEFL = -0.047' @ 7'- 11.7' Allowed 0.263" 7-11-11 T MAX HORIZ. LL DEFL = 0.007' @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.0017" NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. j1 m Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, CD Truss designed for wind loads M-4x6 0 in the plane of the truss only. bli lillilliaiiliM-3x4 „ w co , „„gigr 111) Sr t ..61 11 M-3x4 M-1.5x4 ,o 0 0 7 C. M-3x4 i 1, 1, 1, 2-03-12 2-10-08 0-09-12 ; ), 1, 1, 0 10), 2-05-08 5-06-03 1, y 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,8,41 t.0 PR Ore JOB NAME : POLYGON PLAN 5-B NH - J40Scale: 0.4268 \c,S�R N +f'/ WARNINGS: GENERAL NOTES,unless otherwise noted: C lit(- "'Tru1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual (1- 7 C2 S r 1.-- Tr u s s s: J 4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabilty during construction DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaiby C). 41M".- 4. ~ DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 Q 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p OREGON 4/ SEQ. : 5992829 fasteners are complete and at no time should any loadsnon- corrosive greater than 5.Design assumes trusses are to be used In a environment, L 1 . V design loads be applied to any component. and are for"dry condition"of use. / ""9y r TRANS ID: 4033345.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppo is shown.Shim or wedge If © 1necessary. /fabrication,handling,shipment end Installation of components. 7,Design assumes adequate drainage is ravided. `� 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINJfCA In SCSI,copies of which will furnished upon request. lines coincide with jointain lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 (IIIIIIIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF #18BTR BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 42 2.6=(-135) 228 8-5e( 0)0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 2-3=(-297 65 5-7=(-218) 358 5-3=( 0) 50 3.4=( -55 41 3.7=(-372) 226 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS}, 10.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN• (SPECIES) 0'- 0.0' -48/ 365V -22/ 104H 5.50' 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3' 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) 5'- 11.7' -48/ 108V 0/ OH 1.50' 0.17 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M20HS,M48HS,M16 = MiTek MT series 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 osf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.012' @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.018' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3' 5-11.11 T DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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. co0 v M-4x6 0 0 M � N M-3x4 CO O7CO ./- ....diAlledB11 �o D 0ME(gym' M-3x4 M-1.5x4 0 0 2►� 0 6 /a M-3x4 1, y )' 1, 2-03-12 2-10-08 0-09-12 1, y 1, y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,41 JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 `D'e 03 N '6' WARNINGS: GENERAL NOTES,unless otherwise noted: ,` -T! 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'Crw .C 2..P E c Truss: J3C and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsiNtty of the building designer. 3,Additional temporary bracing to Insure stablty during construction 2.Design assumes the top end bottom chords to be laterally braced at P DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o,c,respectively unless braced throughout their length by continuous sheathing such as plywoodaired ing(TC)and/or drywall(BC), �Iw! A- e DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 14 SEQ. : 5992830 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L lf9 tx A design loads be applied to any component. and are for"dry condition"of use. �+ '\ `, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge If ) -'"Y 14 Zd is T' fabrication,handling,shipment end installation of components. necessary. s 7.Design assumes adequate drainage is provided. L�r-s 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n`��'" IMIll I'Dill I II III 1 1111 III TPI/WTCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 iTep }(p({ ES:1213112015 III II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF'N1&BTR SPACED 24.0" O.C. 2-3=(-188) 24 5.7=(-76) 191 5-3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=( -22) 28 3.7=(-198) 79 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. OL 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: 10.0' 0.0' 0'- 0.0' -481 325V -14/ 73H 5.50" 0.52 KDDF ( 825) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 98V 0/ OH 5.50' 0.16 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND 2 Design checked for net( psf) uplift at 24 'oc spacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.005' @ 2'- 3.8" Allowed = 0.170' MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000' @ 5'- 2.3' Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002' @ 3'- 11.9' Allowed = 0.128' 3-11-11 MAX HORIZ. LL DEFL = -0.004' @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.006' @ 5'- 2.3' 12DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. /- -, Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 oad duration factor=1.6, �� Truss designed for wind loads co 0 in the plane of the truss only. N M-3x4 �oAfrillEIMIMILE M-3x4 c M-1.5x4 A � M-3x4 0 2-03-12 2-10-08 0-09-12 J, y y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2"4,71 p PRp� JOB NAME : POLYGON PLAN 5-B NH - J2C ��� e,. Scale: 0.5343 •GJ NGIN !�) WARNINGS: GENERAL NOTES,unless otherwise noted: �4.i R II S �'-p� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Gh and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 2C Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ✓ 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 111111, � '" DES- BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .4"`"!I"' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A 4Z C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON <1/ S E Q. : 5992831 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �h� � Ce'�iC. design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'oesigna assumes full bearing at all supports shown.Shim or wedge if © 14 � fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 40R P{I�._'- 6.This design is furnished subject to the pmtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i IIIIII II II VIII VIII VIII VIII VIII'III III) TPIIWTCA In BCSI,copies of which will be furnished upon request, 9 (ines coindde Digits indicate sizejoint plate In Ines.. 10. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4:KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0' 0.C. 2-3=(-68) 30 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL.SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50' 0.46 KDDF ( 625) 1'- 9.2' -3/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,018 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.050' MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1" Allowed = 0.067" 12 3 MAX HORIZ. LL DEFL = -0.000' H 3'- 10.9' 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES '' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. w,,,_ 0 o� 1 2 4� -> M-3x4 y y y ), 0-10 2-00 1-11-11 [PROVIDE FULL BEARING;Jts:2 4.31 JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 ��,�(<;?` ,n WARNINGS: GENERAL NOTES,unless otherwise noted: -9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onlyupon the parametersshown and is for an Individual 4t. .(�;a E { Truss: ASJ 2 and Wamings before construction commences. building component.Applicabilityof design parametersand proper ��✓✓ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stabinty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their len$h by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d (g 'o"�"'"- kr the overall structure Is the responsibility of the buildingdesigner. 9(T ) rywali(6C). DATE: 7/11/2014 Po tY 9 3.2x Impact bridging or lateral bracing required where shown++ 'I 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "57 .OREGON W SEQ. : 5 992832 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L <f �(x design loads be applied to any component. and are for"dry condition"of use. 0"..e. 'Q 11 2� �1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 e0?.. 4 fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to the Imitation set forth 7.Designlaesassumes adequatedon drainage is oftru ,provided. ` ,�,,. II I III III II III I I II g 1 by 8.Plates shall be located both faces of truss,and placed so their center /W TPIfCA In SCSI,copies of which will be furnished upon request, fines coincide with joint center 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 I III 411111 III)1 I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 42 2.4=(Oj 0 BC: 2x4 KDDF g18BTR SPACED 24.0" O.C. 2.3=(-45) 15 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50' 0.42 KDDF ( 625) 1'- 9.2' -18/ 21V 0/ OH 5.50' 0.03 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -18/ 42V 0/ OH 1.50' 0.07 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICDND, 2: Design checked for net(-5 gsf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,001' @ 0'--10.0' Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" f f MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.9' Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" 6.00 I7 MAX HORIZ. TL DEFL = -0.000° @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -s load duration factor=1.6, 'er 1 Truss designed for wind loads in the plane of the truss only. '' o of v o ,111111 401 M-3x4 0-10 2-00 (PROVIDE FULL BEARINg;Jts:2.4.31 JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0.7139 ��,,«.., E i WARNINGS: GENERAL NOTES,unless otherwise noted it/ .f. 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4t. !,64. :(�r1 A® E 1-" Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po b continuous sheathing such as plywooding(TCand/or drywall(13C). ,./+rime! , 461001° DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired s where shown++ 48 t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p, OREGON 10 SEQ. : 5 992833 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 403334L- it/ 1�``y{�� design loads be applied to any component. and are for"dry condition"of use. / .411.. r�Q T 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes cull bearing at all supports shown.Shim or wedge if © /4, fabrication,handling, necessary.Design ass t-R RI �.- shipment and installation of components. 7, assumes adequate drainage Is provided. L.M.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I I I I II I IIII III II AI TPI/WTCA In BCS(,copies of which will be furnished upon request. git coincide with Joint ate In nche. 9.Digits indicate size of plate In inches. r1 c! to MiTek USA,InG/COfnpuTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3.1/2015