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Plans (403) 0A-S72-0 17- 0011 2_ mit1336 6 ow Aub1 kv MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-355_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: R45755189 thru R45755200 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. P ROFFss ���5 NGiNEF� /�1, 87022PE <' fi•$, OREGON rL5 41/ $.; r, .1/4\ $ OSA. HET' EX• 1:06/30/ 0/ October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355 UPPER F01 FLOOR 1 1 Job Reference lootiona) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:20 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-Z8J 1 rY?d5vD VTbKMJBy122_DyC9jGwiZPT4JdoyPA2r p-10-oi 1�2-0 11-0-12 I I 2-6-0 I 2-4-9 1I 1-2-0 1I 1-311 1 Seale=1:40.1 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 :N;.,... v , e ��77f{r o � ori. 24 23 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 I I 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 3-6-12 8-8-5 351 1 1968 I 22-11-8 I 3-6-12 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— 12:0-1-8,Edge1,13:0-1-8,Edgel,f18:0-1-8,Edgel,[19:0-1-8,Eddel LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=377/Mechanical,21=950/0-7-0,24=15/0-1-12,16=1450/0.5-8 Max Uplift15=-480(LC 6),24=-121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=1478/0,8-9=-1051/0, 9-10=-1051/0,1'0-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. oPRape Gs� s o ��c. d9 87022PE 9' tP yN y SAT OREG•N et) tli 9� AMBER \1 OSA. HE % EXPIRES:06/30/2017 October 27,2015 il 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 6(11-7473 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 balding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,058-89 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 Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755190 PL15-355_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS_65JgMSM2Sm_Dy9giZ-V WRnGDOtdWTDiuUkRc?V7T3W V?I5ksHrtnZQigyPA2p. X0-0H 0-M1�t_72:Al Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 2021 22 23 24 25 '1 / \ /�\ \gi \°/ \a/ N!/ \2/ a i<: it iii/ ia /88 9 1?it. ee a e e' 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4 = 4x4= 3x6= 4x6= 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DES.I NER IS REQUIRED. 7-7-2 16-5-2 1117-0-2) I 23-9-0 I 16-5-2 6-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- I18:0-1-8,Edael,)29:0-1-8,Edael.F30:0-1-8,Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS . 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=2891/0,5-6=-2891/0,6-7=3859/0,7-8=3859/0, 8-9=-4510/0,9-10=4510/0,10-11=-4847/0,11-12=-4847/0,12-13=-4859/0, 13-14=4859/0,14-15=4583/0,15-16=4583/0,16-17=4583/0,17-18=3948/0, 18-19=3948/0,19-20=3948/0,20-21=2879/0,21-22=2879/0,22-23=-1613/0, 23-24=1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=1183/0,2-38=0/1068,4-38=-952/0,4-37=0/846, • 6-37=730/0,6-35=0/625,8-35=508/0,8-34=0/403,10-34=-288/0,1431=305/21, 17-31=0/551,17-30=-991/0,24-26=1187/0,2427=0/1072,22-27=931/0,22-28=0/841, 20-28=768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. Q\oO P R()FE 3)Refer to girder(s)for truss to truss connections. is 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be Gj� ANG)Nee- `r/� attached to walls at their outer ends or restrained by other means. ��? ?i9 2 87022PE 1' tU y �A), OREGO cy,OWN �O ccM&ER At \ O`, A. H .# EXPIRES:06/30/2017 October 27,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. NIDesign valid for use oniy with Mnekm 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 building design.Bracing indicated is to prevent bucklingof individual truss web and/or chord members only.Additional temporary and permanent bracing Milk" 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 QuaBly GBerfa.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 Heiahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755191 PL15-355_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS_6sJgMSM2Smm�_D��4y��19giZ-RvZYhv2798jxyCd7Y01 zCu8t3pPZCmR8K52XmZyPA2n 0I 1 010 I-10-2 1-2-0 I - f-- Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e /A\ e / fie/ N / \ e/ Ne/ /` \e/ \ e / '\e 9 e a a e e e qaX� - raX�o 30' 29 28 27 26 25 24 23 22 21 ZR 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 I 11-8-10 117-3-101 1 19-0-8 I 11510 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edael.123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Ina YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1508/0,3-4=-1508/0,4-5=-2627/0,5-6=2627/0,6-7=3368/0,7-8=-3368/0, 8-9=3726/0,9-10=3726/0,10-11=3737/0,11-12=3737/0,12-13=3422/0, 13-14=-3422/0,14-15=2618/0,15-16=2618/0,16-17=1511/0,17-18=1511/0 BOT CHORD 29-30=0/803;28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=-313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '\((= 0 PRQp �,`c NG�NEFR i,29 87022PE • / yN cV N SAT OREGO ti�Q� 'pO AMBER \\ On A. HEOP EXPIRES:06/30/2017 October 27,2015 4 I e. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual bung component.not �� a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracingindicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing- - Mitek' ., is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria.DS8-89 and 6CSI Bedding Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 te 109idtds.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755192 PL15-355 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 I D:s3crybS_6sJq MSM2 Sm_Dy9giZ-RvZYhv2798jxyCd7Y01 zCu8xepXLCod8K52XmZyPA2n 0-10-0 I I 1-2-0 I 0-1__§_j-0 CI-3-131 2-6-0 I I 1-2-0 11 1-37 1 Seale=1:19.8 1.5x3 I I 3x4= 3x4 114x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3°4= 4 5 6 7 8 3x4= 9 • s • •_i_ • • o •• •• e 0 N , N e e e e e e EEE"' ° e 17 16 15F. 13 12 11 10 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4 = I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-8-7 Plate Offsets(X,Y)— 12:0-1-8,Edael,f3:0-1-8,Edoe1,f7:0-1-8,Edael.18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 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) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=-570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. •S(<-'s P R oFFss c. �NGIN.6- /0 1442 87022PE 91! N y -0, OREGSN �� q, OS A- He?, EXPIRES:06/30/2017 October 27,2015 t 1 a WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIFrev.v.10/03/2015 BEFORE USE. a Design valid for use only with Mu ck®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not . a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate thh designminto the overall '` building design..Bracing indicated is to prevent buckling of individual.truss web and/or chord members only.Additional temporary and permanent bracing - MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Crtieria,001-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755193 PL15-355 UPPER Foe FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:25 2015 Page 1 ... IDa3crybS 6sJgMSM2Sm Dy9giZ-v57wuF3mwRroZMCJ6kYC15h5hDgrxAglZlo4J?yPA2m 01_10____I-0 1 1-2-0 ii 1-0-12 1 1 2-3-1 I I 2-6-0 ii 1-2-0 I I 2-3.3 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 43x6 5 6 7 8 9 10 0 •I/I tie`s I \5; N e a e o 1�� 18 17 10 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 I 8-8-5 19-3-5?-10-51 17-6-o 1 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)- 12:0-1-8.Edge1,(3:0-1-8,Edael.(4:0-3-0.Edoel f6:0-1-8.Edge1,f7:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max Uplift 19=105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=805/0,6-7=1681/0,7-8=-1777/0,8-9=-1777/0 BOT CHORD 15-16=499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=-177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��,Go P R ores C4,.a\5� ,NGINEFR siO2-9_ 87022PE tP N ySAT OREG•N q� 1l/1/ OSA On 8 R5 EXPIRES:06/30/2017 October 27,2015 4 I M IN AWARNiNG-Verify design parametersand READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M&7173 rev.10/0712015 BEFORE USE. Design valid for use only with MifebS 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-appscabi ityof design parameters and properly incorporate this design into The overall T .... building design..Bracing indicated s to prevent buckling.of individual lens web and/or Chord-members only.Additional temporary and permanent bracing- • -- -MiTek' - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T711 Quafty Criteria,DSS-B9 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755194 PL15-355 UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:5127 2015 Page 1 I D:s3crybS_6sJq M SM2Sm_D_y9giZ-sU EgJx40S35 WpgM i E9bgq WmPv0RaP7Ka03H B NuyPA2k 1F -0.0 -I p-6-61 11�-0 � Scale:3/8"=1 4x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 wwwr_1111111111111.111waaaaar•111111111waaaaa_�w!!,M WMr_IIIIINIIIIIIIIIIIIwaaa1111111111/_ ili‘N 4111 h\' Wr2 \�-Y-Y-aei...........,=..IrEZ". Yt•��-Y".........,...,. Y 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 1)-11-11 1 18-8-12 I 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edael.123:0-15,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in poc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Ina YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:95 lb FT=0%F,0 kE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=1480/0,4-5=2571/0,5-6=-2571/0,6-7=-3284/0,7-8=3284/0, 8-9=3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=3327/0, 13-14=3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=282/0,13-23=-406/0,2-30=1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=562/0,6-27=0/437,8-27=-294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��c,EO PROFe ��\� $INE�R /O2y 87022PE c- / N ?y �Aj, OREGO ryo Zti PO ‘MBERN1 4O OSA. HE , EXPIRES:06/30/2017 October 27,2015 it a a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not . a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall ..budding design.Bracing indicated is to prevent buckling of individual inns web and/or chord members only.Additional temporary and permanent bracing MiTe1c' _ 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/1fl1 Qualify Criteria,DSS-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 Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355 UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&-Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Tue Oct 27 13:5127 2015 Page 1 - . ID:s3crybS_6sJgMSM2Sm_Dy9giZ-sUEgJx40S35WpgMiE9bggWmPw0XiP3ma03HBNuyPA2k I 2-3-0 I 2-3-0 14-5-9 11-2-0 ii 1-9.11 1 - - 2-6-0 - 1 I0-&0I Scale=1:34.2 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 3x4 II 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 I 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8= 3x8= 3x5= 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(XX)— 14:0-1-8,Edgej,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Ina YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift 12-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1736/0,3-4=1736/0,4-5=1867/0,5-6-1867/0,6-7-1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13-1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=657/0,6-15=84/294, 10-12=0/1418,10-13=851/0,4-17=462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. <(-6 D PRoFess �� ��GINEF9 X02 cc 870 2PE /yr- N y fiAj, OREGON ti) 4/ 'AAM On \\�S A. He?, 4.O EXPIRES:06/30/2017 October 27,2015 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USEDesign valid for use only with Mnek®connectors.This design is based only upon porameters shown,and is for an individual binding component,not NE a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 withpossible 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-B9 and.6CSI 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 R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZotMRkd6G,gLE2zW4Ladavxskzg6gtljtUNmlSmyPA2i 1�a- r 0-32 1 1-2-0 I P-7-14 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 <;2<:> / 0 11 13 14 15 16 17 18 19 ±e' 410.1.°11.-'\ /\ / \ ./ N if N T i \,. ../ N lir \lk. a .'r e �� e a. 3. 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5 = 3x5= 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 11-7-10 1I2-2-10I I 16-11-8 I 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edae1.f23:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Incl YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=-2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=-3396/0,14-15=2603/0,15-16=2603/0,16-17=1504/0,17-18=1504/0 BOT CHORD 29.30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=827/0, 16-22=0/712,1422=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 414 '<c_,, O P R OFFSS 6�5 , 3INEF'Q wO 2 87022PE vt- >" 7 •$, OREG(IAN cd 11 // 'AFk �oMf3ERN O0'�SA. HER EXPIRES:06/30/2017 October 27,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. - Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not " a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall - r • building design..:Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MrTek* -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/Wit Quality Criteria,D56.89 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 Job Truss Truss Type Qty Ply POLYGON R45755197 PL15-355_UPPER F10 FLOOR 2 1 Job Reference tootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm Dy9giZotMRkd6G_gLE2zW4Lad8vxsrWglbt8otUNmlSmyPA2i 3x4= 0-11-11 I I 1-2-0 I I 0-10-1 I 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 • 0 N I \ 1.5x3 I 1.5x3 II 8 7 6 3x4= 3x4 = 1 3-5-12 I 3-5-12 Plate Offsets(X,Y)— 12:0-1-8.Edael.f3:0-1-8,Eduel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Cz<.3 <'NGNEu `S/O 2 87022PE 9r / N N y fi), OREGO rye OCH 9O �M8ERN1 OS A. HEcc\P EXPIRES:06/30/2017 October 27,2015 e i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,thebudding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated b to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/WPl1 Qualify Criteria,DSI-89 and BCSI Building Component Saife le 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SurH9iDhts CA 95610 Job Truss Truss Type City Ply POLYGON R45755198 PL15-355_UPPER F11 FLOOR GIRDER 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:30 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9g1Z-G3wpxz6ul_U5g75HvH8NR9OtAERBcOe1i1Wr CyPA2h 0.��I 1-2-0 1 1 I-0-12 l it 1.0 0 i 079 12--0_H 0-.1 :1,1H Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e • e e e s - • o //` a_ a a_ y ,• e o 1:?. e eIlli. e .• e e40. e e o -1.\\-g:' :i 3 31 30 29 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5= 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4= /-1-0 11-- 17-3-0 I 3$12 i 8-8-5 3-5?-10.51 19-6-8 1-1-0 0-7-0 0-7-0 1312 5-1-9 b-7-0 9-7-0 9-8-3 Plate Offsets(X,Y)- 12:0-1-8,Edael.r3:0-1-8,Edael,19:0-1-8,Edge1,110:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Ina NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=164/0-1-12,20=1315/0-2-12 Max Uplift 32=269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp.Rvlax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=1756/0, 8-9=-1756/0,9-10=2370/0,10-11=2900/0,11-12=2900/0,12-13=3113/0, 13-14=3113/0,14-15=2995/0,15-16=2995/0,16-17=2480/0,17-18=2480/0 SOT CHORD 31-32=-450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=-031/0,2-32=0/665,3-29=-917/0,5-29=1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=-11/251,9-27=-1122/0,18-20=-1819/0, 18-21=0/1654,17-21=-839/0,16-21=-438/0,16-22=0/283,11-24=266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��� .d PR OF4-0 be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. EGD NG I NEF , 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. ,. F 2 The design/selection of such connection device(s)is the responsibility of others. 9 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). $70 2 P E f LOAD CASE(S) Standard + - 1 Dead Floor Live(balanced): Increase-1.00 Plate Increase-1.00 Uniform Loads(plf) ' Vert:2x32=8,1-19=60 y �'I>, OREGON q��,.,,Iii Concentrated Loads(Ib) b 4/ 1 Vert:17=791(F) os $E� 1�P A. HER EXPIRES:06/30/2017 October 27,2015 i 4 aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB7473 rev.10/03/2015 BEFORE USE S Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the buiding designer must verify the applicabildy of design parameters and properly incorporate this design into the overall -buln ding-design.Bracing indicated u to prevent buckling of individual tes web and/or chord members only.Additional temporary and permanent bracing -. MiTek" Ls always required for stability and toprevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,derrvery,erection and bracing of trusses and truss systems,see ANSI/TPH Quay Criteria,D58-89 and BM Building Component Solely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hetahis CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755199 PL15-355_UPPER F12 FLOOR 1 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:31 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9g1Z-kFUB917WWHcyIHgTT?fc Mx4VercLvTAxhFPWlyPA2g 0r 10-0 1 1-2-0 1 1 7-0-t2 1 1 2-6-0 I 2-49 ii 1-2-0 1 I 1-9-7 1 Scale=1:34.0 1.5x3 I I 3x4 = 3x4= 3x4 II 3x6= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 1 s a e a o K e\ a e\!01 -e 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-8-5 3-5 -16-51 1n6.4 I 3-6-12 5-1-9 b-7-0 0-7-0 9-7-15 Plate Offsets(X.Y)— r2:0-1-8,Eduel,13:0-1-8,Edgel.114:0-1-8,Edcie1,115:0-1-8,Eduel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 88 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=1117/0-7-0,19=60/0-1-12,12=649/0-2-12 Max Uplift 19=166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,64=1980/0,7-8=1980/0, 8-9=-2148/0,9-10=2148/0 BOT CHORD 18-19=-294/18,17-18=294/18,16-17=-294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=345/0,2-19=27/435,3-16=-616/0,5-16=1682/0,5-15=0/1201,10-12=1470/0, 10-13=0/849,8-14=512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. '\<-`'.. 5c O P R Ore tcC'�5 SNC,INEER /it. cc 87022PE r N / ymeH q,,, OREG APO �'yBER �� r On A. HE��P EXPIRES:06/30/2017 October 27,2015 I __ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M04473 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 x 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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing . - MiTek' - --is always required for stabilily 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 tnnses and truss systems,see ANSI/TPII Quality Criteria,051-89 and ICSI Building Component Safely Informalon 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 R45755200 PL15-355_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:32 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-CR2ZMe89GbkovRFfOiArXaUMt1 KQ4VhKAL?y25yPA2f 3x4 = I 0-11-11 I 1-2-0 I 0-9-5 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 III III III m. Kell II o N ' EMI III II \112 N r-11/41 3.. 1.5x3 II 1.5x3 II 8 '/ 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X.Y)— 12:0-1-8,Edve1,f3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -<c�ED P R OpFs ��5 ��GINEER sio�`' 8 • 2PE , 7 v' 7 , N �'oj, OREGO (f)„.<U �O �cMBER '\� � OSA HEC't EXPIRES:06/30/2017 October 27,2015 $ A imulrr• A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 9011-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek6 connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the budding designer must verify the appricabifity of design parameters and property incorporate this design into the overall building design.Bracing indicated a to prevent buckling of individual truss weband/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 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPl1 Quarry Criteria,D51-89 and ICSI Budding Component 7777 Safety Inlormaeon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SSuite 109 HeiaMs,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y 6-4-8 1 (Drawings not to scale)dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I Damage or Personal Injury a= Dimensions are in ft-in-sixteenths. 11%, Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 2 3 TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 1 2. Truss bracing must be designed by an engineer.For 0'/16„ 4�� wide truss spacing,Individual lateral braces themselves may require bracing,or alternative Tor I ce p bracing should be considered. 1411111 O .. 3. Never stackmaterials exceed tonhe design loadinginadequatelybraced shown andtrusses.nver e O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7' 6-7 C5-6 designer,erection supervisor,property owner and plates 0 'nd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from' CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC E$Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate to.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. kM 0 reaction section indicates joint 17.Install and load vertical unless indicated otherwise. number where bearings occur. y Min size shown is for crushing only11111111111111 . ls.use of greenmay pose unacceptable _. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictured before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient.or treated lumber BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with PMiTe g Guide to Good Practice for Handling, ke ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 111118 MiTek9 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-D 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based oh the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487343 thru K1487392 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PR 0 Pes ��5 NGI NEED 4 89782PE 9r F+OREGON ,h, 40, r`".; 3112016 October 27,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-09-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1507) 398 1- 5=(-243) 1108 5- 2=( 0) 277 BC: 2x6 KDDF #1&BTR 2- 3=(-1108) 367 5- 6=(-246) 1104 5- 3=(-39) 56 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1509) 398 6- 4=(-242) 1110 3- 6=( 0) 269 LL = 25 POP Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 9.0" TO 14'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _________________ - - BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 14'- 9.0" V 0'- 0.0" -244/ 1175V -92/ 92H 5.50" 1.88 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 14'- 9.0" -244/ 117517 0/ OH 5.50" 1.88 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" __ TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 9.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.027" @ 6'- 0.0" Allowed = 0.692" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0.099" @ 8'- 9.0" Allowed = 0.922" MAX HORIZ. LL DEFL = 0.008" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.012" @ 14'- 3.5" 5-11-11 2-09-10 5-11-11 Design conforms to main windforce-resisting f 173206 1320# f system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-4x6 M-5x6 9.00 (7 9.00 (All Heights), Enclosed, Cat.2, Exp.O, MNFAS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Au _. .ik6 1t c 0 II 1** 5 6 ** 4 I oo M-3x4 M-3x4 M-1.5x3 M-3x4 ) 1 ) ,1 5-09-11 3-03-07 5-07-15 14-09 ) � s�� PR.0 6.) ` 9782PE �`' JOB NAME : POLYGON 3410-D NH - Al • Scale: 0.4028 WARNINGS: GENERAL NOTES, unless otherwise noted: (r�' * REGON 1.Builder and eredbn contractor Mould ba advised dal General Notes 1.This design h based only upon de parameters shown and Ie for an Individual 'TA.'•!F1 E *✓14 (tom �. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper V "i, 01 2.2r4 compression web bracing must be installed where Moven•. incorporation Of component is the roeponsibNly of the building designer. 114). A[7 y. . .e‹,,N- 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to los latere"y braced at al I _ Is Me roeponstbllay of the erector.Additional permanent bean f 7 o.c.end at id do r.005 ray unlace braced throughout Their length by V 9° continuous sheathing such as plywood shed where endbr arywati(BC). r e l i 1=. DATE: 10/26/2015 the oven"structure be the respoMlb"fty of the building destgner. 3.20 Impact bridging or lateral bhang required where shown a• •1 lJ L SEQ.: K 14 8 7 3 4 3 4.No bad should be applied to any component until after al brodng end 4.Installation of Inca a the responsibility of the reapectbe centredo, fasteners are complete and at ria time Mould any bads greater than 5.Design assumes theses aro to be used Ina non-conceive environment, TRANS ID: LINK design pada be applied to any component. and aro tar"dry condition"of use. 5.CumpuTrua has no control over and assumes no responsibility for me " Dna '•w�°•hit bearing"'"supports�°""Sh1m or"`°°°" EXPIRES:: 1213112016. ry ` fab.design handing,shipment and Imlallalbn of components. 7.Design hap bees adequate drainage h prodded. October 27,2015 6.This design le furnished sub)ed to me limitations set forth by S.Plates shell located on both lads&truss,and placed w their anter TPNNFCA in BC51,copies of which nil be furnished upon request. Ines coincide Mit Joint center lines. 9.Digits indicate size of plate in Inches. Weir USA.Ina./CompuTrue Software 7.6.7(IL).E 10.For basic connector plate design values as.EBR-7311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-735) 222 1-6=(-124) 520 2-6=(-193) 192 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-559) 199 6-5=(-121) 515 6-3=(-125) 381 WEBS: 2x4 KDDF STAND 3-4=(-559) 199 6-4=(-193) 192 LOADING 4-5=(-735) 222 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) *' For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -83/ 620V -122/ 122H 5.50" 0.99 KDDF ( 625) 14'- 9.0" -83/ 619V 0/ OH 5.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO TEE SFATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCIRRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 4.5^ Allowed = 0.692" MAX BC PANEL TL DEFL = -0.028^ @ 11'- 4.4" Allowed = 0.435" l 7-04-08 7-04-08 MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" 1f 1 MAX HORIZ. TL DEFL = 0.009" @ 14'- 3.5" 3-09-09 3-06-15 3-06-15 - 3-09-09 T 1' f ' Design conforms to main windforce-resisting 12 12 TIM-9x9 system and components and cladding criteria. 9.00 17 Q 9.00 Wind: 140 mph, h=22ft, TCDL=4.2,SCDL=6.0, ASCE 7-10, 3 4.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, MIEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 2 4 1 ♦~ . O oo I 1* 6 " S M-3x4 M-3x8 M-3x4 l l ,1 7-04-08 7-04-08 ,c,. PR (. y 14-09 y `tJ'" t961 14-09 :9782PE ,- JOB NAME : POLYGON 3410-D NH - A2 • ,,isf Scale: 0.3528 WARNINGS: GENERAL NOTES, unless otherwee noted C., ` -_ Truss: A2 ;"s‘.. 1.and Wemingd aebeorecontractor otlbe mmeences. of all General Notes building decont based of design parrameters anndipopen individual y /�nE O�[y'u= 2.244 compression web bradng must be Insialed where shown e. incorporation I portent Is the responsibility of the binding designer. .4....96).."74, f �,/ VV 3.Additional temporary bracing to Insure debility during construction 2 Design h lop and bottom drams to be laterally braced at '"9 Q y -�5 Is the roeponsibltty of N.erector.Additional permanent bracing of 7 o.c,and t 10 on.raapaaNely odea^braced throughout their length by `� continuo M til g NAP a•plywood sheathing(TC)ender drywaA(BC). PAUL+L - DATE: 10/26/2015 the overall structure Is the responsibility ohne building designer. 3.2e Impact bridging or Wend bradng required where Mown i a +"1 ll L SEQ.: Ki4 8 7 3 4 4 4.No load Mould be applied to any component until after all bradng and 4.Installation of truss a the responsibility of the reapedNe contractor. fasteners are complete and at no time Mould any roads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment TRANS I D: LINK design leads be applied to any component. and are f drycondition*of use 5.CompuTrua baa no control over end ewmas no responsibility for the 8.Design hat beating at ail auppo^•Mown Shim or wedge It EXPIRES: 12/31/2016 fabrication,handling shipment and bratallatlen of components. 7,Design scespote drainage is provided. October 27,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Oust,and placed so their center TPIMRCA In SCSI,copies of wfikh WA be furnished upon request. Anes olndde with Joint Omer lines. 9.Digits Indkale size of pets In Inches. Wee USA,Ina./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values sea ESR-1311,8584888(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 929 1- 6=(-900) 1523 6- 2=( -299) 1595 BC: 2x6 KDDF #168TR SPACED 24.0" O.C. 2- 3=( -534) 140 6- 7=(-392) 1484 2- 7=(-1313) 397 WEBS: 2x9 KDDF STAND 3- 9=( 0) 0 7- 8=( -82) 132 7- 3=( -82) 339 LOADING 3- 5=( -369) 140 7- 5=( -360) 1541 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-1557) 373 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -289/ 1431V -94/ 186H 5.50" 2.29 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1175.0 LBS @ 3'- 0.0" 8'- 0.0" -394/ 1656V 0/ 0H 5.50" 2.65 KOOF ( 625) ______==_:__=--------------=__=___=_= ADDL: BC CONC LL+DL= 620.0 LBS @ 5'- 0.0" ADDS, BC CONC LL+DL= 620.0 LBS @ 7'- 0.1" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 QE9JI 0 8CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.017" @ 3'- 0.0" Allowed = 0.354" TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.052" @ 3'- 0.0" Allowed = 0.472" 7-07-03 0- 4-13 4' 4' ,' MAX HORIZ. LL DEFL = -0.004" @ 7'- 10.2" MAX HORIZ. TL DEFL = 0.008" @ 7'- 10.2" 3-01-12 3-07-15 0-04-13 f 'r 1' Design conforms to main windforce-resisting 7-00 - system and components and cladding criteria. 1' 'f Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 -7x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 17 load duration factor=1.6, M-4xM6 4 End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. 450111111 11-3.6 41i. 0 I o PAMIIIIIEUmitt o l -' 6 7 ** B o' M-3x5 M-3x8 M-8x10 M-1.5x3 J. *117565 +620# y i620# y 3-00 3-07-15 1-04-01y cIi1, PRo�,�h 61 a-oo `• GCiN �eV .o F :9782PE 1-- JOB NAME : POLYGON 3410-D NH - AGIRD ,.► J' Scale: 0.3303 - WARNINGS: GENERAL NOTES, unless otherwise noted •/ C/ / _J I.Builder end erection controdor tlmukl ba advised of al General Notes 1.This design b based only upon the parameter.Mown and Is for en individual 1X•OREGON ) Truss: AGIRD and Wan..before construction commences. building component.Appleabilly of design parameters and proper ' +'r{� "� 4 ` 2.294 compression web brsdng must be Walled where shown•. Mcorponlon of component Is the r..pondbNy of the building designer. A. q RY A' 3.Additional temporary bredrg to Mute stability during construction 2.Design assumese n.top and bottom dwrae to be laterally braced at lathe responsibility of the anden.Additional permanent bracing of continuous T o.c.and at t V o.c.respectively unless braced throughout their length by �y DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging sheathing late ral ral br°as dng requod ired Mere showed+r drywel(BO) A U�. �� SEQ. : K 14 8 7 3 4 5 4.No bed should be applied to any component until after al bradng and 4.Installation of Puss Is the responsibility of the respective contractor. fasteners are complete and at no line should any bads greater than 5.ledge assumes trusses ere to be used M a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"eruse. 5.Computisanesro has no control over and tisanes no responsibllty for the e. adcog .aaumes full be.ring d.1 wpporh anewar antro or wedge If EXPIRES: 12/31/2016 fabrication,handless,shipment and Hdelbtlon of components ry. 7.Design assumes drainage prodded.truss, October 27,2015 9.Thio design h henldred wbpct M the limitations set forth by S.Plates shag be beefed on both faces of truss,and placed as their center TPIIWICA M BCBI,wpbs of which will be furnished upon request. lines coincide with joint center lines. 9. indicate sizeNMI,USA,Inc./CompuTrus Software 7.6.7(11)-E 10.FFor aleconnederpl a design e In Mu pp sins values ass ESP-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 50 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -113/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 177 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, io Truss designed for wind loads in the plane of the truss only. 0 ti I MEMO M-3x4 1 l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' 6-00 �o PRop �tyG�NEFR /0 tLr . :3782PE JOB NAME : POLYGON 3410-D NH - AJ1 ,,,. Scale: 0.6771 / 811111 / WARNING$: GENERAL NOTES, unless otherMes noted 1Truss: AJ1 .and WeminN.�before conion structctor ion commences.commeuld be ancesbd of ell General Notes building component.Applicability ofThis design Is based only won the design parrars meton,dlpreper Individual �e q OREGON (5 )s 2.254 compression web bracing meal be installed where shown s. incorporation of component la the responsibility of the building designer. f% �} fr� +�'1 3.Additional temporary bhang to Metre stability during construction 2.20.0.Desigassumes the top and bosom shams to be throughout bawd at Y J � `. Is the responsibility of me erector.Addfonal permanent bracing of T o c end et 10 o c respectively plywood braced Ihroughoul their length by ` DATE: 10/26/2015 the overall sinwduro NON ro nelba: continuous sheathing such es plywood shoe ing( )andlur drywell(BC). AA, +i 1 apo ty Mthe building designer. 3.2a Impact bridging or lateral bracing required where shown i. U L SEQ.: K 14 8 7 3 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of Inns is the responsibility of the respective=tractor. fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used In a rwrvarrosive environment TRANS I D: LINK design lads be applied to any component. and are for"dry condition"of use. 12/31/2016 ry ]A)ry wG 5.CanpuTns has no control over end assumes no responsibility for the S.Design=enemas full bearing at ell supports shown.Shim or wedge If EXPIRES: 1 2/3 1/201 6 hbrlatbn,handling,shipment end kahlNNon of components. necessary. T.DesignaaWmes•tedan othfaceIo truss, October 27,2015 8.This sin.n furnished subject to the 1 eetions est rent byr 6.Design shall be bated on both nasus provid ad. placed as Inch center TPWVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint anter Anes. MITek USA,Inc./Com Trus Software 7.6.7 1L E 9.Digits indicate size of plate m Indus. PO ( f 10.For basic connector plate design values sea ESR81311,ESR-1965(MITek) This design prepared from computer input by Pacific Lumber and Truss-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) 68 2-9=(0) 0 BC: 2x9 KDDF E1&BTR SPACED 29.0" O.C. 2-3=(-85) 72 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0^ -34/ 347V -37/ 118H 5.50" 0.55 ROOF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" 1' T MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 9/17) 00 17 3 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, End vertical(s) are exposed to wind, `o Truss designed for wind loads 0 1 in the plane of the truss only. 0 A o ,- v I M-3x4 l l l 1-00 6-00 ---- PROVIDE FULL BEARING;Jts:2,3,9 04 LCti #9 :9782PE r` JOB NAME: POLYGON 3410-D NH - AJ2 40, 'd' Scale: 0.5814 / GENERAL NOTES, unless otharwlu noted. stn^' / WARNINGS: IMF 1. '9,y OREGON q „j,.. I.Balder and eractlon contractor should be advised of a8 General Notes 1.This design N based only upon the parameters shown and Is bran Mdvieut V.I.Truss: AJ2 and Warnings before construction commences. buldrp component.ApplkebSly of design parameters and proper f • 2.2s4 compreubn web bracing must be installed where Mown 4. Incorponibn of component Is the responsibility of IM building designer. +'�' L4 v {'{� ,/� by 3.Additional temporary bracing to Mauro stability during construction 2 2e.o. nda 10.ms top end nelybottunless ehards s dt roughoaterally brsced et ! f Xf Is the reaponsibely of tit erector.Addllonal permanent brackq of 2 e a aM o ea Nno.creach as plsuds braced(TO)and/or d/their length). contlnuouebeatgler such lbuing re obs odrenea e/en adrywai(BC). PA 111 '' DATE: 10/26/2015 the overall structure is the raapontlbllty of the building designer. 3.2a Impact bridging or lateral bradng requited wMroaMwn.« �^1 Vi.. SEQ.: K1487347 4.No load should be applied to any component until after al bracing and 5.4.Insslgntionoftwee Isuhea as nna/Ityusede th respective e pectivevs contractor. fasteners are complete and at no time should any loads greater than TRANS ID: LINK design bads be applied to any component. enderohPdry full was. �/ p p 5.CompuTnn has no control over and assumes no responsibility ler the 8.DaalSn uunres NI beanrp.tel supports Yawn.Shim or wedge It EXPIRES. 12/31/2016 rX fabrication,handling,shipment and EarMMn of components. 7.Design assumes adequatetendrainage is provided. October 27,201 5 8.This design Is furnished subject to the limNetbns set forth by 8.Plates Meg be located on bothoth faces of truss,and pieced u their center TPWVTCA M BCSI,copies of which Will be furnished upon request. Anes cdndda with joint center lines 9.DIgon Mdiceb We of plate In inches- MITek USA,int./CompuTrus Software 7.6.7(114-E 10.For basic connector piste design who.we ESR-1311,ESR-19a8(Mlles) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-129) 101 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 HONE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -34/ 902V -55/ 165H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I,, BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LI. DEFL = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 9.8" Allowed = 0.685" / 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 Design conforms to mainwindforce-resisting 9.00 7 , system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(5) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ► 4=' M-3x4 l l y 1-00 6-00 ry Ore(PROVIDE FULL BEARING;its:2,4,3 tu�5 �yGiN�Lc� 89782PE JOB NAME : POLYGON 3410-D NH - AJ3 �-'. ..►' • Scale: 0.4979 WA Milder GENERAL nNOTES, unlessnera otherwise mete 9 OREGON 1.Buldar ant erection contractor should be advised of sip General Notes I.This design Ie basad Drab upon the parameters shown and h for an IndNMual N� Truss: AJ3 and Warnings beton construction commences. bolding component.Applicability of design parameters and proper 2.Zc4 compression web bradng must be Imlalled where shown 1.. in or component NIns rosponlbgh of the bolding designer. =c � L}s 3.Additional Nmposery bracing to Insure siabIt8H during construction 2.Design assumes the top and bottom chords to be Wendy braced al . J Is the responsibility of ms erector.Additional permanent bracing of 2 o c.and at 10 0.respectNaly unties brand throughout Meir length by �w. ` DATE: 10/26/2015 tire overalstr iurei.thenaponsibilityNth.buldingdesigner. 2o^a"110Ugeembtthing enaspdngreuiremmeTayes.•aywag(ecj. '1 �'yn�� \ 3.2a Impact bridging or Ntenl bndrp required where Morn A SEQ.: Ki4 9 7 3 4 8 4.No load should be applied to any oomponenl until after all bndng and 4.Installation of wee is the responsibility of the nspadNe contractor. fasteners are complete and at reo time should any beds greater than 5.Design assumes trioses an to be used in a noncorrosive environment TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. s.CompaTns has no comm over end assumes no responsibility for the e.Design.swine.roll bearing at sig support.anown.Shim or weds.a EXPIRES: 12/31/2016 necessary. fabrication.handIMa,shipment and installation of components. 7.Design assumes adequate drainage Is provided. OCtOber 27,2015 8.Thla design is tumished subject to the limitations set forth by 8.Plates shag be bated on both faces of truss,and placed as their center TPIAATCA in SCSI,copies of which will be MrMehed upon segued. Anes ceindds with joint anter linea 9.Digits Indicate size of plata kl lndroe. MITek USA,Inc./CompuTfus Software 7.6.7(1L)-E 10.For bast.connector plata design values ase ESR-1311,ESR-1988(NgTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #54016 LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-191) 171 3-4=(-102) 96 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: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -67/ 196H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -209/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.4" -85/ 40V 0/ OH 1.50" 0.06 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT,BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.064" @ 2'- 9.2" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.689" � MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" y0010 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, m� End vertical(s) are exposed to wind, o ITruss designed for wind loads oin the plane of the truss only. ut0 .tiao Io • y 1-00 ' 6-00 ' 1-03-07 �C. ©� PROPe (PROVIDE FULL HEARING;Jts:2,5,3,9 I Vvi O s 06) `GINE ' Ile# 2" 89782PE c'` JOB NAME : POLYGON 3410-D NH - AJ4 . `. . Scale: 0.4745 Mg WARNINGS: GENERAL NOTES, uNess otherwise noted E,a �40 1.Builder and erection contractor should be advised oral Gemmel Notes 1.This design Is based only upon the parameters shown and Is for en individual A,OREGON ['� �.. Truss: AJ4 end Weeings before conanwLon commences. building componentApplicability of design parameters end proper IVf f}V 2.284 compression web Nosing must be installed where shown r. incorporation of component h the responsibility of the building designer. .4 fy G �" 3.Additional temporary booing b insure stability during construction 2 Design assumes the lop and bottom shotes to be 5098 tested at ''ll�'f :7 t Is the responsibility of Ua erector.Additional permanent teasing of T o.c.and et 10 o c napadNely unless beard Throughout tusk length by V continuous bridging or such as.obrg d aheom,85,5)sndlor dryweA(BC). - A U L. DATE: 10/26/2015 the overall structure lame responsibility of the balding designer. 3.2n Impact bridging or lateral bracing required where shown•• SEQ.: K 14 8 7 3 4 9 4.No bad should be applied to any component until after al bracing and 4.Installation Design Ae wtba..mes s is the are responsibility bausya ft a non-corrosive of ths arespectivecontractor. tract rrrm.nl, fasteners are complete and at no time should any Meds greater man TRANS ID: LINK design bads be applied to any component. a andare for"dry db on sliiau n.strewn.Shim or wedge u 5.CompuTNe has no control over rind mums no responsibility for the ase assumes 0 supports dBs EXPIRES: 12/31/2016 Y. y red.shoe,handling.shipment end Installation of components. 7.Design assumes adequate drainage Is prosded. October 27,2015 S.This design is furnished subfed to the li n tatbns set forth by S.Plates shell be billed on both fads of truss,and pieced so their center TPIWICA b SCSI,copies or which vAl be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sire of plate In inches. MiTek USA,Int./CornpuTns Software 7.6.7(1L)-E 10.For bosb connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" 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) 68 2- 9=(-530) 2802 3- 9=( -118) 244 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-3723) 756 9-10=(-389) 2429 9- 4=( -238) 1272 WEBS: 2x4 KDDF STAND 3- 4=1-3601) 763 10- 8=(-326) 1859 9- 5=( -205) 904 LOADING 4- 5=1-2847) 646 5-10=(-1145) 302 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1814) 408 6-10=( -206) 1111 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2336) 473 10- 7=( -152) 207 TOTAL LOAD = 42.0 PSF 7- 8=1-2486) 476 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 7'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ------__=____________________________ LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -580/ 2858V -132/ 140H 5.50" 4.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1656.0 LBS @ 7'- 9.0" 22'- 6.0" -306/ 1755V 0/ OH 5.50" 2.81 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. += For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.052" @ 7'- 7.9" Allowed = 1.079" MAX TL CREEP DEFL = -0.164" @ 7'- 7.9" Allowed = 1.439" MAX HORIZ. LL DEFL = -0.017" @ 22'- 0.5" MAX HORIZ. TL DEFL = 0.041" @ 22'- 0.5" 7-11-11 6-06-10 7-11-11 T 1 'f o Design conforms to main windforce-resisting 4-00-09 3-11-02 3-03-05 3-03-05 3-11-02 4-00-09 system and components and cladding criteria. 1' 45986 T ' ' f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 M-6x8 M-4x6 load duration factor=1.6, 4 M-3x9 Q 9.00 End vertical(s) are exposed to wind, 5 Truss designed for wind loads in the plane of the truss only. 71'1,4-1.5X3 M-1.5x3 .x.Oo o o9 0.25" M-3x8 =M-9x9 10 **8 0 M-7x8(S) 1656# {�,� t� r y 7-07-15 7-02-03 y 7-07-15 y „(�[* ) PRQ/�' cS' i-00 22-06 y 1tC~0 ..1;r "R rpm 't" 89782PE 9r` JOB NAME : POLYGON 3410-D NH - B1 .. ,._..l.'. `Am ' • Scale: 0.2633 NW WARNGS: GENERAL NOTES, unle.othervdes noted 6,.., ) Y NI t.Budder and eredion contractor should be advised OM General Notes 1.This design Is based only upon the parameters shown and la for an IndNldual 'I OREGON y N �. Truss: B1 and Warning.before construction commences budding component.ApplluWltiy of design parameters and proper 'lefV O 2.2x4 compression web bracing must be Installed where Mown+, incorporation of camps n Is the responsibility of the building designer. .,f1 A p y.: i t:. '�'• 3.Additional temporary bracing to Insure stablldy during construction 2 2' o o.assumes the lop and bottom dross to be laterally braced al 7 �1 -`J •\ Is the responsibility of the erector.Additional permanent bracing of 2o.c.end at ea o.c.respectively unless braced throughout their length by �} DATE: 10/26/2015 the overaastructure1.mereaporWbllyofthe building designer. 3.2x11 pactbriddgiigarrlee,atbradgrequuiedit roc on5or drywad(Bc). -� �'?/1UL � SEQ.: K 14 8 7 3 51 4.No load Mould be applied to any component unll after all bracing and 4.Installation of Imss Is the napona&bility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used Ins noneonosiva environment, TRANS ID: LINK deage loads be applied toany component. arse.re for condition.'of 5.CompuTrus has no control over and assumes no responsibility for the 5 Design assumes nal bearing at all supporta sir sIr Shier or sedge N EXPIRES: 12/31/2016 necessary febdcatfon,handling,ehipment and instelletion of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.TMs design is furnished subject to the limitations set forth by 8.Plates shall be located en both faces of trues,and placed so their center TPW.TCA in 8551,eagles of which MI be furnished upon request. Anes coincide with joint canter linea 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sea ESR-1311.ESR51988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 68 2-11=(-276) 900 3-11=(-165) 196 BC: 2x6 ROOF #16BTR SPACED 29.0" O.C. 2- 3=(-1234) 438 11-12=(-235) 871 11- 4=(-107) 373 WEBS: 2x4 ROOF STAND 3- 4=(-1057) 427 12-10=(-288) 905 11- 6=(-180) 198 LOADING 4- 5=( 0) 0 6-12=(-178) 141 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -786) 383 8-12=(-125) 374 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PIP 6- 8=( -786) 375 12- 9=(-171) 164 TOTAL LOAD = 42.0 POP 7- 8=( 0) 0 _= 8- 9=(-1058) 429 NOTE: 2x9 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1236) 444 ALL FLAT TOP CHORD AREAS NOT SHEATHED -------------------------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -229/ 1065V -133/ 141H 5.50" 1.70 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 6.0" -183/ 949V 0/ OH 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.025" @ 11'- 3.0" Allowed = 1.079" 9-11-11 2-06-10 9-11-11 MAX TL CREEP DEFL= -0.048" @ 11'- 3.0" Allowed = 1.439" T 4 1' 1 MAX HORIZ. LL DEFL = 0.010" @ 22'- 0.5" 4-00-09 3-09-01 2-02 1-03-45-03-05 2-02 3-09-01 4-00-09 MAX HORIZ. TL DEFL = 0.016" @ 22'- 0.5" T T 4 T 4 T 4 4 4 8-00 8-00 Design conforms to main windforce-resisting f 1 f f system and components and cladding criteria. 5 7 12 12 Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 9.00 7 M-4x6 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), M-4x6 load duration factor=1.6, M-3X4 End vertical(s) are exposed to wind, 6 ` Truss designed for wind loads ..),le4� in the plane of the truss only. M-1.5x3 M-1.5x3 3 _4441pirA111110 ... 0 0 - 11 12 **10 0 01 M-3x4 0,25" M-3x8 - M-3x4 01 M-7x8(5) • y y 7-07-15 7-02-03 7-07-15 y `* � ��S if©....,. 1-00 22-06 -.. ir / P JOB NAME : POLYGON 3410-D NH - B2 ,r Scale: 0.2383 DWI WARNINGS: GENERAL NOTES, unless athemlss noted: ,/ (.+' OREGON �[[��� /+y R' I.Builder and erection contractor should be advleed of al General Notes I.This design Is bawd only upon the parameters shown and la for an p0Yvlduel "'," OREG O1 y Q;N. Truss: B2 and Warnings before conarucibn commences. bolding componentApplbabety of design parameters and proper ► `- rt, N` 2.254 compression web bredng must be Installed whore shown 5. incorporation of component k the responsibility of the bulling destgar. ray' �/li}fi y A V%Qs et 3.Additional temporary bracing to More dffi8ty during conehuctlen 2 Design andIassumes the lop and bollen chortle to be Wordy braced en 7 Al h We responsibility of the erector.Additional permanent bndrp of 7 o.c. at I V o.c.respectively unless braced throughout mete length by DATE: 10/26/2015 the overall structure is the n ndbll f the bolding designer. continuous sheathing such l b acing r*wooe aired where s ak/or drywaA(BC). lir p j t � ab N oZ.Dr impel bridging w lateral bndrg required whore strewn+* �,1 L.. SEQ.: K 14 8 7 3 5 2 4.No bad should be applied to any component orale atter all bredng and 4.Installation of truss is the responelblty of the respective contractor. fasteners are compete end at no time shoutd any bads greater then 5.Design assumes busses are to be used Ina non-corrosive environment. design beds be applied to any component. end ere far"dry condition"of use. TRANS ID: LINK 6.Design mums EXPIRES: 12/31/2016R CompuTrus nes no control over and assumes no responsibility for the neasxry. fabrication.handling.shipment end installation of components. 7.Design mums Medals drelnege is provided. October 27,2015 6.This design is furnished subject to the!Mations set forth by e.Plates shall be located on both faces of tons,and placed.o their center TPINVTCA in SCSI,copra.of which PI be numbered upon request, Anes coincide with feint anter funs. 9.Digits Indicate size of plate Sr inches. MITek USA.Ino,/COrnpaTrue Software 7.6.7(1L)-E 10.For basic connector piste design velum see EBR-1311.EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1562) 5593 13- 3=( -240) 925 8-19=(-2001) 849 2x6 KDDF #1613TR T2 2- 3=(-7271) 2077 13-14=(-1344) 4516 13- 4=( -203) 1216 9-19=( -436) 1793 BC: 2x6 KDDF #16BTR LOADING 3- 9=(-6598) 1990 14-16=(-1878) 5729 4-14=( -296) 134 19-10=( -126) 251 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5309) 1772 15-17=( -66) 198 14- 5=( -536) 2084 2x9 DP 2900E A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4271) 1465 17-18=(-1811) 5535 14- 6=(-2195) 904 2x4 KDDF #160TR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5724) 2070 18-19=(-1633) 5041 6-16=( -59) 679 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 39'- 0.0" V 7- 8=(-5080) 1893 19-11=(-1107) 3677 15-16=( 0) 144 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3800) 1313 16-17=(-1747) 5368 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-4779) 1589 16- 7=( -117) 278 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=)-4870) 1558 17- 7-) -400) 389 TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 7-18=( -734) 292 NOTE: 2x9 BRACING AT 24"OC UON. FOR 18- 8=( -115) 749 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 39'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/185 MAX LI, DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.244" @ 17'- 4.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.488" @ 17'- 4.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133^ MAX HORIZ. LL DEFL = 0.125" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 x 2-07-042-05-112-10-12 4-01-13 5-03 4-08-03 3-11-10 3-11-12.. 3-11-15 Design conforms to main windforce-resisting T f f +597,30# T T f Ii597.30# f T system and components and cladding criteria. 12 12 M-5x10 M-5x8 Q 9.00 Wind: 140 mph, h-22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, p 9.00 6 M-3x8 M-3x8 =M-4x4 .+ 6 7 8 ^ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - w load duration factor=l.6, M-3X5 End vertical(s) are exposed to wind, Truss designed for wind loads + M-1.5x3 in the plane of the truss only. o M-1.5x4 " + o M-5x12 o 4 t �jl13 14 - �� I� / M-7x10 M-4x8 o M-11 5x3 M-4x12 0.25w 19 o o M-3x4+ o M-3x10 M-3x10 0 M-7x10 M-3x4+ ..G13.75 M-7x8(5) 12 l l l l l l l l 2-05-08 5-01-01 4-08-11 4-11-08 4-06-07 4-08-03 7-06-09 J.00-05-08 8-08 l 22-10-08 i 00 4 .. P R Q�ress l l l y l 12-01-08 1-00 21-10-08 l Gia ��yGIN� is. fpr, 34-00 89782PE �� JOB NAME : POLYGON 3410-D NH - C1X y� ..►' • Scale: 0.1477 4111, WARNINGS: GENERAL NOTES, uNessoth.r.Iae noted: GO Truss: C 1 X 1.Balder and erection contractor mbe advised of al General Notes 1.This design le based only the parameter.Mown and la OREGON for an Individual M1�� should and Warnings before construction commences. building component.AppNcablllty of design parameters and proper the 2t4 compression web baring must be Installed where shown 4. incorporation o!component h ihs rosponsibAly of the bultllnp desigso,, r.-.!O. �� 3 Additional temporary bracingto Insure stability during construction2.Design assumes the top end bottom chords to be klterely bawd et Is the respontlbilly of the erector.Addlfonel permanent bracing of 7 o.c.and a 10 o.c.such.plywood urates bracedrI)end/or throughout their length by DATE: 10/26/2015 the overall stnxdare Is Me responsibll of building designer. continuous Motgior such l b adng raired eller. a tlrywal(BC). /"'f� Q. ty° ng 3.In Impact bridging or lateral bndrg required where Mown.. !"' 5 SEQ.: K 14 8 7 3 5 4 4.No load Should be applied h any component antl after al bradng and 4.Installation olbuw Is the responsibility of the nepedwe contractor. fasteners are complete and at no forme should any lads greater than 5.Design assumes busses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied teeny component. and ere for"dry condition"of use. 5.CompnTnr has no control over and assumes no responelbllty for the 6.Design assumes lust bearing at al Support siwwn.Shim or wades If EXPIRES. 12/31/2016`'L1./31/2016 fabrication,handling.shipment and mstelhlfon of component.. necessary.7. 8.This design is furnished eubged to the llmietions eel forth by 8.Pltesnshel be amines bdaaed onf both thlfface.ho p% tleand placed so their center d. October 27,2015 TPOWTCA in BCSI,copies of Mich Ml be furnished upon request. lyes colndde with Jam center Ones. MITek USA,Inc./Com Trus Software ,. 9.Digits indicate are of plate In Indra. PU 7671 L( Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 0 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 GIRDER SUPPORTING 10-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1070) 5622 13- 3=( -114) 950 10-19=(0) 130 BC: 2x6 KDDF #16BTR 2- 3=(-7340) 1506 13-14=(-1068) 5610 3-14=( -480) 166 WEBS: 284 KDDF STAND LOADING 3- 4=(-6592) 1428 14-15=(-1050) 5792 14- 4=( -774) 3616 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5234) 1184 15-16=( -850) 5162 14- 5=(-2420) 500 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=(-5882) 1312 16-17=( -850) 5162 5-15=( -412) 2222 BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 11'- 0.0" V 6- 7=(-3834) 828 17-18=( -556) 3764 15- 6=( -386) 1402 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 34'- 0.0" V 7- 9=(-3312) 724 18-19=( -516) 3376 16- 6=( 0) 492 _ ______ _ 8- 9=( 0) 0 I9-11=( -516) 3376 6-17=(-2214) 498 NOTE: 2x4 BRACING AT 24"OC UON. FOR @@ADDL: BC CONC LL+OL= 3392.0 LBS @ 11'- 6.0" 9-10=(-4204) 856 17- 7=( -310) 1724 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-4426) 790 7-18=(-1958) 410 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 11-12=( 0) 68 9-18=( -438) 2272 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18-10=( -210) 200 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1127/ 5353V -195/ 195H 5.50" 8.56 KDDF ( 625) 34'- 0.0" -577/ 3102V 0/ OH 5.50" 4.96 KDDF ( 625) ( 2 ) complete trusses required. _.,� Attach 2 ply with 3"x.131 DIA GUN @@ HANGER BY OTHERS TO APPLY CONC. nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, LOAD(S)EQUALLY TO ALL MEMBERS. ,� 19" oc in 2 row(s) throughout 2x6 bottom chords, o M\/ 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift et 24 c spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.090" @ 11'- 7.7" Allowed= 1.654" MAX TL CREEP DEFL = -0.286" @ 11'- 7.7" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.026" @ 33'- 6.5" 0-09-09 MAX HORIZ. TL DEFL = 0.063" @ 33'- 6.5" 9-11-11 13-05-10 10-06-11 T f '( f Design conforms to main windforce-resisting 5-02-05 4-09-06 1-04-09 5-07-12 5-07-12 0-09 4-07-05 5-02-05 system and components and cladding criteria. T T T T T T T T T T 10_00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T , (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir(, load duration factor=1.6, 12 M-5x8 M-3x1 M-4x6 12 End vertical(.) are exposed to wind, 9.00 q M-3x5 M-3X8 J 9.00 Truss designed for wind loads ' 5 6 7 in the plane of the truss only. M-3x4 11111111100,:04-3x4 o 0 N. 13 ley 15 1 17 18 19 I M-3x8 M-1.5x3 M-3x8 0.25" M-3x4 M-1.5x3 M-3x5+ 1 l typ p M- x8 M-7x8(S) M-3x8 �`RcO PR0 C�y 83392# �l'_. `GIN �� 1 l l b l 1 1 l 1 JJ t 5-00-09 4-07-05 1-11-13 5-04-04 5-04-04 1-11-13 4-07-05 5-00-09 ry7p rry�Fp�y�. .- 1-00 34-00 1-00 �� :9782PE JOB NAME : POLYGON 3410-D NH - C2GIRD . ...' ......' Scale: 0.1602 ' ,,'. - GENERAL NOTES, unless otherwise noted: G+' '..- Truss: WARNINGS: ..�1OREGON 1.Builder nM endbn caMndor should be advised of al General Notes 1.This design b bend only upon the parameters show:and is loo w individual S T� O �},,.. Truss: C2GIRD and Warnings before construction commences. building component.Apgloablllry of design parameters and proper 2.254 cumproaalon web bracing must be instelted where shown 4. incorporation of component b the responsibility of the buldnp designer. 'Veep L/q A6 2 . 3.Adtligerel temporary Ne 6,9 tel Insws siablly during construction 2.Design assumes the top and bottom dorms to be merely broeed al •T _{Yf Is Maro responsibility of erecter.Additional permanent f Zo.e.and at es10'e.e.east,..yueed ebrocadI)TC)en throughout their oel)Blengtby V apon permanen rg o continuous sheathing such es plywood sheathkp(TC)and*drywng(BC). ^111 liN DATE: 10/26/2015 the overall ebudure lathe responsibility of the building designer. 3.2a Impact bridging or leteral bracing required where Mown s o 1J 1.. SEQ.: K 14 8 7 3 5 5 4.No bad Mould be eppNed to eny component until after all bredng and 4.Installation of Inas Is the responsibility of the respective contractor. faslenea are complete end at no time should any loads greeter than 5.Design.shores maces ere to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied m eny component. end a�for'dry oenaman case. �e {� �j 1v]] /a� 6.CompaTrua has no control over and assumes no depon6688y for the 8.Desiassumes full hewing Hal h rte shown.Shim or we If EXPIRES: 1.2/31/201 6 sorry. {, fabrication,handling.shipment end katelt8on of components. 7.Design aasumea adequate drainage M provided. October 27,2015 E.This design is furnished hided to the Ilmialbns set forth by B.(hetes shall be located on both feasor Was,and pieced so their center TPNWFCA in SCSI,copies of which will be furnished upon request. Anes coincide with)Dint center lines. 9.Digits hdloeta ales of pleb in inches. Wee USA,Ino./CompuTrwe Software 7.6.7(1L)-E to.For basic connector pate design values we EB13-1311,ES12-1998(1.8156) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2159 12- 3=( 0) 331 8-18=(-113) 635 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1630 12- 4=(-138) 618 18- 9=(-221) 212 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 627 13-15=(-206) 1594 4-13=1-321) 203 LOADING 4- 5=(-1832) 493 14-16=( 0) 0 13- 5=(-211) 858 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1411) 444 16-17=( -9) 58 13- 6=(-529) 187 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1595) 493 17-18=(-236) 1632 6-I5=( -48) 316 TOTAL LOAD = 42.0 PSF 7- 8=(-1299) 429 18-10=(-316) 1431 16-15=( 0) 82 - 8- 9=(-1719) 460 15-17=(-229) 1585 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1941) 479 15- 7=(-159) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 17- 7=( -78) 138 --- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-18=(-507) 162 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ) 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ) 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.092" @ 17'- 4.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.185" @ 17'- 4.5" Allowed= 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 9-11-11 14-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 2-07-04 3-06-05 3-10-02 2-01-13 5-03 6-07-13 4-10-11 5-01 I Design conforms to main windforce-resisting 12 12 M-4x6 M-4x6 system and components and cladding criteria. 9.00 I7 M-3x4 M-3x8 Q 9.00 6 7 Wind: 140 mph, h=22.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, `. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9 End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 in the plane of the truss only. M-1.5x3 %M-9 x 9 .1/0 0 4 1 ` -12 M-3x9+ M-3x8 4.3 ^^ `�I of 6 17 M-3x4+ l,, 14M-5x8 M-5x6 0.25'g M-3x5 i o M-5x10 M-5x8(S) o • 3.75 M-1.5x3 12 ' ' l l l k l l y 2-05-08 7-02-07 1-051-(31-12 4-11-08 7-01-05 9-07-15 y y �'( 0V PROFCs, 1-oy-as-08 8-08 l l 22-10-08 1-00, 'c) ' IN - 9 pfd 12-01-08 1-00 21-10-08 w ?17 l ), l l :9782PE r 1-00 34-00 1-00 JOB NAME: POLYGON 3410-D NH - C2X J Scale: 0.1604 ~ L„ N ir WARNINGS: GENERAL NOTES, umees othenvbe noted, 4_ 'r. ro EGO'` Q� A t,Builder and erection contractor shodd be edvlsed of a8 General Notes 1.This design Is based only upon the parameter.shown and Is for en bdlvl4usl +I r r!V•4 �. 1. Truss: C2X and Warnings before construction commences, building component.Applicebtty of design parameters end proper 2 264 compression web bradrg must be mehlled where shown«, Incorporation of component Is the rospe siblly of the bolding dealgner. !` 3.Additional temporary bracing to Insure stability during as wawa. 2,Design assumes the lop end bottom chords to be Merely braced at ss�.s�• v is me neponNdlHy of ms erector.AddNonal permanent bracing of 2wac and et 1tl o,c rs tnh.o ey unless braced throughout met length by J�..u�,".. •" DATE: 10/27/2015 the overall structure is the m nemlly of the building de rmnwusstging or aaehas.dnq re airedsheetheressudor drywel(BC). apo signer. 4.In tmpadMkping le the pndngitystthe.Hpe shown SEQ.: K1487356 4.NobadMould c be mseteenhonotimpumyloadsaleraWnhend 4.Design sigmas oftstrIsthe rstobe Load ftospectivecomviron hkenen aro compote and at no time should any loads greater than 5.end are or"dry.maws era to be uses m a rre Shim environment, EXPIRES: 12/31/2016 TRANS ID: LINK design bads be applied to any component. ale aro for"dry condition"of use. 5.CempuTns has no contra ever and assumes no responsibility for the e.De,en assumes nil:bearing N.l supports shown.Shim or wedge H October 27,2015 scary. febtoation,handling,shipment and installation of component., 7.DPate. assumes b e( waled one draate tag.is grossed. 8.This design is furnished subject to the limitations set forth by 8.Poles shat be bested en both heel of truss,and placed are their comer TPWNTCA in BC51,wpbs of which Oil be furnished upon request, lees cobdde with Joint center tins, g.Digits indicate We of poo In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design wales see ESF8131 t,EBR-apse(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-227) 1544 10- 3=( 0) 250 BC: 2x4 KDDF 818BTR SPACED 24.0" O.C. 2- 3=(-1981) 425 10-11=(-228) 1543 3-11=(-368) 203 WEBS: 2x4 KDDF STAND 3- 4=(-1602) 464 11-12=(-161) 1390 11- 4=(-140) 607 LOADING 4- 5=(-1185) 438 12-13=(-161) 1390 11- 5=(-403) 102 TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=1-1185) 438 13-14=1-263) 1460 12- 5=( 0) 285 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1602) 464 14- 8=1-262) 1462 5-13=1-402) 102 TOTAL LOAD = 42.0 PSF 7- 8=1-1981) 424 6-13=(-140) 607 8- 9=( 0) 68 13- 7=(-368) 202 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED - - BOTTOM CHORD CHECKED FOR A 20 PIF 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: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -239/ 1542V -234/ 234H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -239/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 .oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.068" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL= -0.140" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0:100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.036" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 11-11-11 10-00-10 11-11-11 Design conforms to main windforce-resisting f '1 1' 1' system and components and cladding criteria. 6-02-12 5-08-15 5-00-05 5-00-05 5-08-15 6-02-12 •f ,f .f 'f I 'f I Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 load duration factor=l.6, 9.00 7 M-3x8 6 ' 9.00 End vertical(s) are exposed to wind, 5 Truss designed for wind loads mow Q in the plane of the truss only. M-3x4 M-3x4 3 °°///V -I- 0 '11141N. /+ 0 0 ti 1 10 11 12 , 13 19 t o _„�„�. I M-3x5 M-1.5x3 M-3x8 0'25" M-3x8 M-1.5x3 M-3x5 1 r P..Op - M-5x6(S) 4.G� FS ) ) ) ) ) ) ) C.31 ‘..\GINrEk*4) 6/� 6-01 5-06-15 5-09-01 5-09-01 5-06-15 6-01 - C;\ ,,,y- i-00 34-00 i-oo . 897821E l JOB NAME : POLYGON 3410-D NH - C3 . Scale: 0.1727 • WARNINGS: GENERAL NOTES, unless otherwise noted: Cl /' 1.Buldsr and median eontndor should be advised of al General Notes 1.This design b based only upon the parameters shown and is for an individual -! O OREGON y� ' Truss: C3 and Wambgs before construction commences. building component.Applicability or design parameters and proper �► / © Q` 2.Ze4 compression web bracing must be mewled where shown v. Incorporation of component Is me responsibility of the building designer. .sy /I y.: 3.Additional temporarybaa to insure stability during anstructbn 2.Design assumes the top and bottom chords to be laterally braced at 7• �l �j T o c and at 10 Deme respectively unless Mimed throughout their length by Y Is the responsibility of the eredor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)alter. and/or drywal(BC). p/1 u t R� DATE: 10/26/2015 the overall structure I.the responsibility of the building designer. 3.Zr impact bndging or lateral bracing required alter.grown v• 1.. SEQ. : K1487357 4.No bed attoub be applied to any component ural aver al braarg and 4.Inlainoftruss Is the res��Nliyeinhrw�noe contractor, m. fasteners are complete and at no One should any bade greater thanDesign TRANS I D: LINK design bade be applied to any component. 6.Oeflpn of drycondition. n,n a.ring ace.supporta snows.Shim or wedge if 5.Compurrue has no anhol over end assumes no responsibility for the edea.. EXPIRES:. 12/31/2016 fabrication,handling,ship ant and installation or components. 7.Design assumes adequate drainage k prodded. October 27,2015 8.TAP design is furnished cabled to the limitations set forth by 8.Plates shall be bated an both faces or truss,and plead so their venter TPIM'ICA In BCSI,copies of Mitch MAI be furnished upon request. Ines aindde with Joint anter hies. 9.Digits indicate ate of plate in Inches. MITek USA,Ino./ConrpuTtue Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF lIl&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 68 2-14=(-499) 2175 14- 3=( 0) 331 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1643 14- 4=(-150) 620 WEBS: 2x4 KDDF STAND 3- 4=(-2564) 758 15-17=(-338) 1594 4-15=(-321) 179 LOADING 4- 5=1-1832) 614 16-18=1 0) 0 15- 5=(-244) 858 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 2SF 5- 6=1 0) 0 18-19=1 -13) 58 15- 7=(-531) 222 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 2SF 5- 7=1-1411) 534 19-20=(-361) 1632 7-17=1 -54) 331 TOTAL LOAD = 42.0 PSF 7- 8=(-1595) 601 20-12=(-401) 1431 18-17=1 0) 82 8-10=1-1299) 511 17-19=1-350) 1585 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 17- 8=(-176) 82 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1719) 576 19- 8=1 -78) 138 --- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1941) 590 8-20=(-518) 182 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-13=1 0) 68 10-20=(-122) 635 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 20-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0-01-13 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 17'- 4.5" Allowed = 1.654" 2-07-09 3-06-05 3-08-01 2-02 5-03 4-07-13 �2-02 9-08-11 5-01 MAX TL CREEP DEFL = -0.185" @ 17'- 4.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 10-00 10-00 T f 1' 1' MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 12 M-03x4 9 12 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 9.00 27 M-9x6 Q 9.aa M-3x8 M-4x6 8 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.$X3 load duration factor=1.6, End verticale s) are exposed to wind, + + 1 Truss designed for wind loads in the plane of the truss only. M-1.5x3 o %M-9x4 e o , on 4 14 M-5x10 ‘..,54 1 M-3x9+ M-3x8 0 16 15 19 za \ 3 1 M-3x4+ o M-5x8 M-5x6 0.25' M-3x5 '` 0 o . 3.75 M-1.5x3 M-5x8(S) 12 J. J. J. 1 J. J J y J V ' OFt2-05-08 7-02-07 1-0510)1-12 4-11-08 7-01-05 9-07-15 .9J- 1 ) ). 1-0y-05-08 8-08 22-10-08 1-00 CJ eyGINEk- ` S'`py > Ay� 1-00 12-01-08 1-00 34-00 21-10-08 1-00 4f V� J J. J J 89782PE c JOB NAME: POLYGON 3410-D NH - C3X ~" . IOW Scale: 0.1604 ,�a p �y jry WARNINGS: GENERAL NOTES, unless otherwise noted 9��OREGON (rit, !!_ 1.Bulbar and wedbn comreotor should be advised ofd General Notes I.This design is based only upon the parameters shown end Is far an IndNldual �)� /1� r Truss: C3X and Wemkga before oonetructlon commences. building component.Applicability of design paremeten end proper 7 7 J 2.2s4 compreealon web bracing must be beetled wfiere shown+. Incorparelbn or component Is the rasponabglry ortS.building destpner. 3.Additional temporary bracing to Insure stability during construction 2 Design ad Ill M tap and bosom does to be lelera9y braced at lr �� lame raapensiNlXy of the erector.Additional permanent bracing of co2'o.c.end at 1G co.teepk..ply unless braced throughout their length by A �. DATE: 10/2 7/2 015 the overall structure Is th.reepondbury of the building designer. 20 Im u t ahaatg or sten ee ding re air a where shown) ar drywel(BC). 3.In impact of trugss is the r.po ting ty of the whew Maven++ SEQ.: K1487358 4.Nfa enebed shouldbewailleteantoonotomphoul toyagerderedrthend 4.Design ofeuae biases earetoa.reapadeewenviron �/[ [� hstanersera complete and at no time ant. any bade greater than 5.ander.oramy.ondele are to be used in a non.coShim a wedge If EXPIRES: 12/31/2016 . TRANS ID: LINK eeNgnloads ba.pgl.dmany aampanem. anderebrdry WIberigata. 5.CompuTrus has no control over and assume.na responsibility for the B.rOieenenee assumes WI beating et ay supports shown.Shim or vedpa Ir October 27,2015 fabrication,handling,shipment and InstalMMn of components. ry. 7.Designassumes adequate drainage Iprovided. 8.This design le furnished subject to the limitations sal forth by S.Plates shall be located on both farms of bale,and placed so their center TP6WICA in BCSt,copies of which will be furnished upon request. Ines coincide sen)Dint center lines. 9.Dight Indicate size of p'ats In Inches. MiTek USA,1110./CompuTrus Software 7.6.7(1L)-E 10.Far basic connector Mae design values see ESR-7311.ES11-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 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) 68 2- 9=(-210) 1513 9- 3=( 0) 293 BC: 2x4 KDDF f11&BTR SPACED 24.0" O.C. 2- 3=(-1962) 415 9-10=(-210) 1512 3-10=(-477) 245 WEBS: 2x4 KDDF STAND 3- 9=(-1502) 458 10-11=(-123) 1096 10- 4=( -87) 457 LOADING 9- 5=(-1086) 435 11-12=(-290) 1492 10- 5=(-125) 130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0.PSF 5- 6=(-1508) 460 12- 7=(-239) 1493 5-11=( -81) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-1962) 415 11- 6=(-472) 245 TOTAL LOAD = 42.0 PIP 7- 8=( 0) 68 6-12=( 0) 291 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -250/ 1542V -273/ 273H 5.50^ 2.97 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF.10 PSF. 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) e 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002^ @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.077" @ 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.146^ @ 20'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003^ @ 35'- 0.0" Allowed = 0.133" ' MAX HORIZ. LL DEFL = 0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 T '1 1' '1 7-02-12 6-08-15 6-00-10 6-08-15 7-02-12 Design conforms to main windforce-resisting T '1 .f 1' 1' 1' system and components and cladding criteria. 12 12 M-4x6 M-5x6 ' Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y, load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x8(S) M-Sx8(S) 0.25" 0.25" 3 6 Aihih 0 0 ,-1 ti I -3x5 M-1.9 5x3 M-3x8 M-3x4 M-115x3 M-3x5`y\ I 0 0 M-3x5(S) y y y y y y `to e7-01 6-06-15 lo9-15 6-05-03 7-01 s0t 16-00 18-00 f;N i 14 0, J, y y y 1-00 34-00 1-00 89782PE 9S JOB NAME : POLYGON 3410-D NH - C4 // - • Scale: 0.1602 -w_ WARNINGS: GENERAL NOTES unless otherwise noted Eu" _J 1.Binder and ereotlen coMredor.hndd be advised of al General Netes 1.This design N based my upon the parameter.shown end b for an lndlvklual -y OREGON�'I �. Truss: C4 end Warnings before oonstrudion commences. building component.Applicability of design parameters and proper // ('td N` 2.2e4 corrprossbn web bredng must be Metalled where Mown 5. Incorpontbn I component is the mporWbBty of the building designer. ."A Vii t y v.: e= /✓ 3.Additional tem brad to Irma stalk,during construction 2.Sestpn assumes the top and bottom...chab,to be lelenlly braced at 7 'l rl J temporary credo. 2'os.and at lao,e..nnh..ely unless bread throughout their length by /� +t �"`j` is the responsibility of the credor.Additional permanentbracing of continuous sheathing such as plywood tiltedsheathing(TC)andkr drywal(BC). �A IJ T.=. DATE: 10/26/2015 the overall earths,N the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown. S E K 14 8 7 3 5 9 4.No bed Nora be applied to any component until eller al bracing end 4.Instelatton of truss is the r..ponslbllty of the reaped0e contractor. 4' fasteners are complete and at no time should any bads greeter than 5.Design assumes tasees en to be used in a non-corrosive environment, TRANS ID: LINK design Nada be applied to aro'component. end are ror"dry ana uon of use. 5.CempuTrus Ms no control over and manes no responsibility ler the 6.Design hal bearing at al.uppoN shown.Shim or wedge II EXPIRES: 12/31/2016 fabrication,handling,shipment and Installetion of components. 7.Design assumes adequate drainage la provided. October 27,201 5 8.This design le furnished subject to the IlmbeMns set forth by 8.Plates slag be bated on both feces of truss,end placed so their anter TPMWTCA in SCSI,copies of which MIN be furnished upon request. Ines coincide with joint center lines. FE Digits indicate We MITek USA,Inc./CompuTrus Software 7.67(1L)-E 10.For b sic connectoratinches. plate design values we ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 2- 3=( 0) 68 2-12=(-314) 1519 13- 2=( 0) 293 BC: 2x9 ROOF #106TR SPACED 24.0" O.C. WEBS: 2x9 ROOF STAND 2- 3=(-1962) 527 I1-12=(-319) 1517 3-12=(-477) 232 3- 4=(-1502) 569 12-13=(-155) 1096 12- 9=( -75) 466 LOADING 9- 5=( 0) 0 13-19=(-334) 1492 12- 7=(-141) 196 TC LATERAL SUPPORT <= 12"OC. 0014. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 FOE 9- 7=(-1086) 517 19- 9=(-333) 1493 7-13=( -73) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 13- 8=(-972) 232 _ TOTAL LOAD = 92.0 PSF 7- 8=1-1508) 571 8-14=( 0) 291 8- 9=(-1962) 527 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF-10 PIF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 279H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.080" @ 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.146" @ 20'- 0.0" Allowed = 2.206" 15-11-11 2-00-10 15-11-11 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAXf TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-02-12 6-06-15 2-022 00-10 2- 02 6-06-15 7-02-12 '1 f 1' 1' ,r MAX HORIZ. LL DEFL = 0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 14-00 T ` 5 6 'f 1' 1212 Desi conforms to main windforce-resisting M-5x6 s 9.00 4 9.00 system and components and cladding criteria. /r 9l Wind: 190 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-SX8(S) End vertical(s) are exposed to wind, M-5X8(5) Truss designed for wind loads in the plane of the truss only. 0.25 0.25" 3 0 c J� Ir. 0 II I -3x5 M-115x3 M-3x8 M-3x4 M-1.5x3 M-3x5+`� �1 M-3x5(S) o y 7-01 y 6-06-15 y 6-09-15 y 6-05-03 y 7-01 y < �� �n©��f,`h b l 16-00 l 18-00 l l ,Cj .'5JGIN i9V'�'/0 1-00 34-00 1-00 w ,/ •9782PE mac'"' JOB NAME : POLYGON 3410-D NH - C5 Scale: 0.1602 illr WARNINGS, GENERAL NOTES, unless otherwise noted 40 OREGONTruss: C 5 1.Builder and erection oontrador should be advised of all General Notes i.This design le bard only upon do parameters shown and h for an Indlviduel r" and Visaing*before construction commences balding component.Applicability of deeign parameters and proper d 2.2aa compnssbn web bhang moa be installed where shown.. incorporation of component Is the respondbltiy or the building designer. "1"/9, y AY. "�f�7� 3 Additional temporary bracing to Insure stability during eamtnwtlon Z Design assumes the top end bottom chorda to be throughout braced et ] V'C. Is tlro rospen lbBty or the aroder.Addlbnel permanent bradeg of 2 o,c,end et ee a.c respectNely unless braced their length by DATE: 10/26/2015 the overall don,re la to re ewit ng signep continuoussheathingor arahesplyng re airedsheathing(TC)sand/or dryweA(BC). "t h� i1 .pow ilyorthebaja ail 3,InImwabstir,, asstherebndrpngntreawhere.hewn.. P %- DATE: SEQ.: Ki4 8 7 3 6 0 4.No load should be applied to any component until after ell bradng and 4.Installation of truss Is the responsibility of the respedNe contractor. Nehmen aro complete end at no time should any loads greater than 5.Desitin assumes tares are to be used a a non-corrosive environment. TRANS ID: LINK design bads be applied to any component. and as for"dry condion"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Destgn assumes MI hearing al all supports she..Shim or wedge If I-. EXPIRES: `• 1 / 1/ 01 6 fafabrication.handling.on.handling.aNpmaM and adoration of components. 7.Design g assumes edequate drainage is provided. OC4 27,2015 6.ThIs design is furnished subject to the limitations set forth by 8.Plates shill be located an both faces of truss,and placed no their center TPINYTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea MiTek USA,Inc./Com Trus Software 7.6.7(114-E 9.Diggs IndNate she of pate In Inches. 10.Far basic connector plate design values see ESR•1711,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91LBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-296) 204 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1946) 912 10-11=(-153) 1374 10- 4=( -60) 472 WEBS: 2x9 KDDF STAND 3- 4=1-1748) 460 11-12=(-153) 1259 9-11=(-615) 289 LOADING 4- 5=(-1271) 455 12- 8=(-229) 1932 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+131.) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 960 6-12=( -60) 973 TOTAL LOAD = 42.0 PSF 7- 8=(-1946) 412 12- 7=(-246) 204 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 68 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100^ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" 17-00 MAX LL DEFL= -0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 1 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" ,r 1' f 1' 1 1' 1' MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 9.00 F77 9.00 4.0" Design conforms to main windforce-resisting 5 .h( system and components and cladding criteria. '1 Niiii, Wind: 140 mph, h=25.6f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6.(S) M-5x6(5) load duration factor=l.6, End vertical(s) are exposed to wind, 000/ 025" Truss designed for wind loads 0.25" in the plane of the truss only. 4 • 4 Ve M-1.5x3Illr/ili)00 7-1.5x3 3 O O .-I ,y- ._. I c Y- cora - o , [+ 10 11 12 o �t]`"^,© r R V 4: Ot ,wI -3x5 M-3x4 0.25" M-3x4 M-3x5 0' M-5x8(5) �1 619 GIN. y 8-08-03 l 8-03-13 y 8-03-13 8-08-03 y �� � 0/�i y l 1-00 34-00 1-00 8.782PE , • JOB NAME : POLYGON 3410-D NH - C6 Scale: 0.1602 V7 •'a•/r WARNINGS:dO9: O.This NOTES,is unless ommwaeranted 9�OREG©N�'"' Go 41, 1.Balder end erection codirector Mould be advised of all General Notes 1.This asipn b based only upon the parameters shown and b for m hMlvldal AJfI 414J Truss: C6 and Wamkps before construction commences. building componentApplkabdty of design paranrotere end proper 4. �y� 2.204 compression web bracing Masi be Installed where Mown.. Incorporation of component lame IeaponslhRy of the building designer. +'41 4. 4R Y. '[ 3.Additional temporary bracing to Insure debility during construction 2.Design assumes me lop end aelybotto drams to M alertly braced at Is me ro sibilly of the erector.Additional permanent bndrp of 2'e.c.and a110 e.c.respectively ads.braced throughout Meir length by rj', j� `l yonpermana continuous sheathing iuch as plywood sheathing(TC)end/or drywal(BC). -A U I_ DATE: 10/26/2015 me morel structure l tse responsibgy of the balding designer. 3.24 Impact bridging or Wterel bracing required where shown++ 4.No bmy should be applied to y component and after al bradng end 4.Installation of Inns Is the responsibility of me respectNe contrador. SEQ.: K 14 8 7 3 61 fasteners are complete end at no tbw should am beds greeter man 5.Design names trusses ere to be used in a non-corroelae enamnment, and TRANS I D: LINK dedgn loads be appFed b any component. Design aroma frr iidry ndbon sl use. 5.CompaTrue Ms no control over and moumes no responsibility for the e°°m°^°`"''°`h"'b°°"'°"'°supports Myr a,wedge .pa EXPIRES: 12/31/2016 fabrication,handing,shipment end Insiaftatbn of components. Ceu'ry. 7.Designbts.hall etoateduoneofac.011,5awOctober 27,2015 e.This design te famished abject b the Itmxsam sat term by e.Plates anti be bates on both teas o!hues,end plena deo the:,anter TPWWICA In SCSI.copies of shkh wig be famished upon request. Ines coincide wah Joint anter Ines. 9.Diger indicate fare of pats in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bads connector plow design velum we ESR-7311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) ' 1-2=(-2969) 606 1-6=(-574) 2210 6-2=( -296) 1338 BC: 2x6 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-1892) 432 6-7=(-568) 2182 2-7=( -986) 270 WEBS: 2x4 KDDF STAND 3-4=( -202) 228 7-8=(-366) 1392 7-3=( -708) 3166 LOADING 9-5=( -14) 6 3-8=(-2634) 656 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8-4=( -209) 182 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) �� ( 2 ) complete trusses required. LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -533/ 2562V -191/ 2778 5.50" 9.10 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN @@ADDL: BC CONC LL+DL= 1175.0 LBS @ 2'- 0.0" 10'- 0.0" -820/ 3392V 0/ OH 5.50" 5.43 KDDF ( 625) nails staggered: ADDL: BC CONC LL+DL= 620.0 LBS @ 9'- 0.0" 9^ oc in 1 row(s) throughout 2x4 top chords,XX ADDL: BC CONC LL+DL= 620.0 LBS @ 6'- 0.0" 9" oc in 2 row(s) throughout 2x6 bottom chords, @@ADDL: BC CONC LL+DL= 1755.0 LBS @ 7'- 0.0" 9" so in 1 row(s) throughout 2x9 webs. ADDL: BC CONC LL+DL= 944.0 LBS @ 9'- 0.0" ICON)). 2: Design checked for net(-5 f uplift at 24 " ** For hanger specs. - See approved plans I` 9 (- ps ) p oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.015" @ 6'- 4.9" Allowed = 0.954" MAX TL CREEP DEFL = -0.095" @ 6'- 4.9" Allowed = 0.606" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.009" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.007" @ 9'- 6.5" Design conforms to main windforce-resisting 3-08-09 2-11-13 2-11-13 0-03-12 system and components and cladding criteria. 1' 1 1' 1''1 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), SII 9.00 p M-1.5x3 5 -I load duration factor=1.6, • , A11 4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. @ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. M-3x5 3 Aldi 0 0 M-3x4 r 4. no % Wiriiiiiiiiiiiiiiiigni -, 1- 6 7 **8 I M-3x4 M-1.5x3 M-5x8 M-4x8 y +11750 , *6200 +620}17550 *944#, 3-06-13 2-10-01 Y 3-07-01 : ?n '" P R 04. y 10-00 y �c>5� ��GIN �r� cS'r• � 897821E 9c' JOB NAME : POLYGON 3410-D NH - CGIRD • Scale: 0.2846 .e.."( _-.., WARNINGS: GENERAL NOTES, nlessathen /se noted: ( Truss: CGIRD i Bulder and erection contractor should be advised of all General Notes 1.This designN based my Won the parameters shown end b for an individual "9, OREGON (��� end Warnings before constructtnn commences, building component.Applicability of design peremeters and proper [J4 2 2a4 eomprewion web bradng must be installed Where.hewn+, incorporation of component Is the roeponekNiry of the building designer. ,�yy /g y: �+ V l'��(a'� 3.Atltl9bnel temporary bracing to insure stability during unsWdbn 2.Design assumes the top and bottom chords to be latently braced al 7 "I :7 �v. Is the responsibility of the erector.AddElsnel permanent bracing of continuous T on.and at 10 on.rcash a.ply o es.bread throughout their length by /N•^ Y DATE: 10/26/2015 the overall etrudure6the responsibwtyofthe buidl designer. TrImpatshgorsuchasadngrenAedsheresown•sheathing(TC)andror tlrywaN(BC) "N t^1+ �'}w ng3.le Impact bridging or thterel prating requited the where shown*e +^'1 V S EQ. K1987362 4.Noload erssareldhelapplied toany time until lafter oads greeter end 4.Design ion assof mniaisms responsibility in It coenedat fasteners are complete and at no time should any keds greeter man N.Design assumes Wawa are to e,used In a rroncortostvs anvlronm9nt, desi pads be applied to anym, end are for"dry condom n'of use, �/ p �'s f�r�jj (ry p TRANS ID: LINK 5.Comparmahe.noossrdrolovram.wamesnoresponsibmtyforthe B.Desgnaaear,., beednpstaNwppoNNown.Storewnedgalr EXPIRES: 12/31/2016 fabrication,handling,shipment and bsdalkBen of components. neuswry. 7.Design assumes adequateoboth I.trusts,d.an October 27,2015 8.This Mallin N furnished subjad to the limitations set bnh by 8.Plates shell be located on both taws of truss,and placed no they center TP W/TCA In SCSI.copies of which eN be furnished upon request. Nue celndde with joint unter line. Weir USA,Inc./Com True Software 7.6.7 1 L E 9.Digits Indicate stye of piste in Inches. W ( (. 10.For basic connector plate design values see ESA-1311,ESR-1998 9,1f5ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 61SBTR LOAD DURATION INCREASE = 1.15 1-2=(0) 68 2-4=(0) 0 BC: 2x4 KDDF 81813TR SPACED 24.0" O.C. 2-3=(0) 111 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0,PSF 0'- 0.0" -77/ 264V -19/ 72H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -179/ 226V 0/ OH 1.50" 0.36 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) 5° For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 3OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003^ @ -1'- 0.0" Allowed = 0.133" II MAX TC PANEL LL DEFL= 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.010" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.017" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.208" @ 5'- 10.2" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000^ @ 1'- 10.9" Design conforms to main windforce-resisting 1-11-11 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration 9.00 17 Endvertical(s)a are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 -/ 0 0 I ti 1 - 1 4 0 M-3x4 51l l 1-00 (PROVIDE FULL BEARING;Jte:2,3,4 I 10-00 89782PE v' JOB NAME : POLYGON 3410-D NH - CJ1 • . • „,,.d Scale: 0.5235 / --... WARNINGS: GENERAL NOTES, unless etherwhe noted tint 40 1 Bolder and erection contractor ehsUd be advised of al General Notes 1.ThIs design Is based only upon the parameters shown and h for en indvlduel 1'4,.OREGON.,,,, �.. Truss: CJ1 and Warnings before construction commence.. bolding convened.Applicability of design parameters and P.P., 2.264 compression web bracing must a Installed where shown v Incorporation of component Is the rosponelbNry of the bidding designer, ..I/5). a A b `. 3.Additional temporary bracing t Insure stability during construdbn 2.Design ammo,the lop as bottom chests to be laterally breed.t 7 �1 f Y- 1 _kVY. is the tlbilly of the erector.Additional M bracing of T o.c.and al ac10 o.c,respectively pry unless braced throughout Matr length by Ir '\l roepon permanent continuoue sheathing such ea plywood g(TC)and/or d ywal �"1(BC). P UL ; DATE: 10/26/2015 the overall structure is me responsibility dew bowing designer. 3.Os loped bridging or plant bracing required uired where.hewn.. SEQ.: K1487363 4.No bad should be applied to any component ural after Cl hradng and 5.4.tn talation gn sewofmntrusses is stBr bMneedfiteanpnthh.n ashen.snl. Waning are complete and at a time should any bads greater thanand are for"dry ussof use. TRANS ID. LINK design balsa applied to any cord ee.n B.Design assumes Ml bearing at al supporta sawn.Shim or wedge If p p 12131/2016 5.CempuTNs has no control over as mums no rasponaldltiy for Me EXPIRES: fabrication.handling,shipment and installation of components. 7.Design asmes adequate drainage is provided. October 27,2015 S.This design Is furnished abject to the limitations set forth by e.Plates shell be boated on both ferns of ins.and placed so tale center TP WVTCA In SCSI.copses of which vAA be furnished upon request. lines colndde with Joint anter Ines. 9.Digs Indicate she of plate In Incas. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)E 10.For basic connector plate design values see ESR-1311.ESR-1988(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-46) 92 TC LATERAL SUPPORT 4= 12"OC. DON. LOADING BC LATERAL SUPPORT 4= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 364V -37/ 1188 5.50" 0.58 KDDF ( 625) 3'- 10.9" -220/ 199V 0/ OH 1.50" 0.32 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 85V 0/ OH 5.50" 0.14 KDDF ( 625) so For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE.SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.018" @ 2'- 3.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.045" @ 2'- 0.7" Allowed = 0.435" MAX BC PANEL LL DEFL = -0.025" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.268" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 3-11-11 f fDesign conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 177 3 -V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, )�) Truss designed for wind loads in the plane of the truss only. 0 I 0 4) 0 r 0 0 1 M-3x4 l l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' 10-00 ,raj t. N �rR /0 89782PE �t` • JOB NAME : POLYGON 3410-D NH - CJ2 .=== s!. •.+ • Scale: 0.4860 41111, WARNINGS: GENERAL NOTES, unless otherwise noted Truss: CJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Mown and Is for an Individual •"9 OREGON N, and Warnings before ecnsbudion commences. building component.Applicability of design parameters and proper $�4yy „ 2.2s4 compression web bradng mud be installed where shown e. incorporation of component is the responsibility of the buAdng designer. `,�[} q y: �+ (+O`L�.� 3.Additional temporary bating to Insure stability during construction 2.Design assumes the top and oelybottunless MONe to ba Ntengy braced at 7 'l :7 �{y`- Is the responsibility o1 the eredor.Additional permanent Madng of 2 o c.ae et 10 o c respectively seed.braced throughout their length by it "✓ DATE: 10/26/2015 tie ovens structure leen.responsibility of building designer. continuous sheeting such as plywood seething(TC)and/or drywatBC �,`� g3.2a Impact bridging or histol bracing requhed where Mown.. ) • A U L i''. ' SEQ.: K 14 8 7 3 6 4 4.No load should be applied to any component until after all brodng end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time Mould any bade greater than 5.Design assumes trusses are to be used Ina noncorrosive environment TRANS I D: LINK design loads be applied to any domponems , and Cr.are for"dry condition"of e. 5.Compulns s no control over and assures no responsibility for the 8.Design assumes el Gearing N aN supports shown.Shim or wedge If Ms EXPIRES: 12/31/2016 . fabrication.handling,shipment end Install/Mon of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design le furnished subject to the limitations set forth by 8.Plates Mall be tested on both faces of Russ,end placed ss their linter TP W/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MTek USA,Ino.JCompuTrus Software 7.6.7(1L).E Io Digits Melo connectorr plate de inches. elfin values sea EBR-1371,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cit=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-170) 221 3-5=(-287) 222 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-347) 162 WEBS: 2x9 KDDF STAND 3-4=(-101) 63 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 ..,SF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.3 P5F LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -78/ 539V -55/ 165H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -114/ 53V 0/ OH 1.50" 0.09 KDDF ( 625) 10'- 0.0" -42/ 268V 0/ OH 5.50" 0.43 RIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.004" @ 5'- 1.1" Allowed = 0.270" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX BC PANEL TL DEFL = -0.428" @ 5'- 1.3" Allowed = 0.605" 5-11-11 MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.2" 1' 1' MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.2" 9.00 M-1.5x3 Design conforms to main windforce-resisting 12 3 0system and components and cladding criteria. �4 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) a exposed to wind, Truss designed forwind loads in the plane of the truss only. ko 0 0 c o ti 1= I 5 1 O M-3x4 M-1.5x3 Jr 1-00 Jr 'PROVIDE FULL BEARING;Jts:2,4,5 10-00 - y (� �� �ri �� " :9782PE ��` JOB NAME : POLYGON 3410-D NH - CJ3 i _d'' Scale: 0.4485 / WARNINGS: GENERAL NOTES, unless otherwise noted GI >ti I.Balder and eredbn contractor should be advised o1 al General Notes 1.Tide design Is based only won the parameters shone and Is for an I dlalduel „fir -?if.OREGON �,,, Truss: CJ3 and Warnings bean cnnanwMn commences. balding component.ApglsabBN of design peremeten and proper "f 'Y/ e} 4 y� 2.Zn4 compression web brsdrp must be bstelled where Mown*. Incorporation o1 component M the responsibility of the buldrw designer. .V C'4 16 `" e,„ - at 3.Additional temporary bracing to Inure stability during construction 2 Design assumes the tap cot bottom chords o be laterally bread length ''l1+7 I' Is the responsibility of the erector.Additional permanent bracing o1 2 o.c.end et continuous esICYtryng such in o c reepedwely unless braced throughout their by \,..4 DATE: 10/26/2015 the overall stnxbae SIM raeponeiblity of the building designer. 3.22 Imp•d bridging or%tend bracing orequd Math�nC�/o.• drywal(BC). p�lit- � SE K 14 8 7 3 65 4.Na load Mould be applied to any component will after all b,edng and 4.InsteMibn of buss Is me responsibility of the roapectNe eodredor. �J L. 4 fasteners are complete end at no time should any beds greater then 5.Design assumes busses aro to be used in a non-corrosive environment and ere for%try condition.of use. TRANS I D: LINK design bees be applied to any component.5.CompsTnrs hes no control over and assumes no responsibility for the e.Design.e mea Nil bearing at el supportsMown.shim lir wedge N EXPIRES: 12/31/2016 fsbrlet%n,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. October 27,2015 e.Tide design Is furnished subject to the limitations set forth by e.Plates Mel be bated on both laces of truss,end placed so their center TPVVVTCA In BCSI,copies of wbbh will be furnished upon request. Ines coincide with foist center goes 9.Digit.indicate size of Meta In Sohn. MiTek USA,Inc./CompuTrue Software 7.6.7(1L}E 10.For bac connector plate design values see ESR-1311,ESR-1068(Mink) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF Sian R LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-153) 194 3-5=(-252) 199 BC: 2x9 KDDF #16ETR SPACED 24.0" O.C. 2-3=(-318) 149 WEBS: 2x9 KDDF STAND LOADING 3-4=( -79) 37 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 533V -74/ 213H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pq) 7'- 10.9" -95/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -37/ 253V 0/ OH 5.50" 0.40 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 7-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T T MAX TC PANEL LL DEFL = 0.007" @ 2'- 9.3" Allowed = 0.391" MAX BC PANEL TL DEFL = -0.931" @ 5'- 1.3" Allowed = 0.605" MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.2" )i MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.2" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration 4r• N End vertical(s)aare r exposed to wind, Truss designed for wind loads of in the plane of the truss only. 0 m 0 o 1 0 1 M-3x4 M-1.5x3 1-00 (PROVIDE FULL BEARING;Jts:2,9,5 I 10-00 y •{ G V Of-e(41 mac,;• %NGlNE�9 /O�, ,e 89782PE fit'` JOB NAME : POLYGON 3410-D NH - CJ4 . • Scale: 0.4170 --.' WARNINGS: GENERAL NOTES, unless otherwise noted ' -1# OREGON --- Truss: C J4 1.Builder and erection oontrador should be advised of all Genera Notes 1.This design Is based only upon the parameters shown and is for an Ind1Wdual 'y and Warnings before nonsimcllon commences. building component.Applicability of design parameters and proper ��'���jjySSS,,/// 412 2.2i4 compression web bracing mud be Installed where shorn a. Incorporation of component Is the respansiblly of the W Mdng designer. .1 "4`y A 5 '(,.'oQ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top sot bottom drama to be throughout Mead at H Is the responsibility of the erector.Additional permanent bradng of 7 o.c,and at 10 o.c,respectively union braced throughout Meir length by /,,. DATE: 10/26/2015 the overo9 structure Is the recontinuous sheathing such as plywood sheathing(TC)ermfor drywee(Bc). PA ' i �` responsibility of the building designer. 3.2t Impact Mldging or lateral bradng required where shown.• �'�l! .. SEQ.: Ki4 8 7 3 6 6 4.No load should be applied to any component until ager aI bradng and 4.Installation or buss la the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than N.Design assumes trusses aro to be used Ina noncorrosive environment, TRANS ID: LINK design bads be applied to any comparent and are for'dry condmon of use. 6.Command has no cona al or and assumes no responsibility tor the 6.Design.acme.full beating at ail support.crown.Shim or weds.# EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. neusary. T.Design assumes adequate drainage Is toss,provided.an October 27,2015 6.This Melgn b CSI.cad cabled m the Ilimitations set both by 8.Plebs in/e be located on both retes Gloss,and placed se their center TPVWfCA In BCS(,copies of which wR be furnished upon request. Inas colndde with OW center lines MRek USA,Inc./Com Trus Software .. iL 9.Digits Indicate size of plate In inches. PU 7671 ).E 10.For basic connector Mate design values see EBR•131 I.ESR-1988(MTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1BBTR LOAD DURATION INCREASE = 1.15 1-2=( O) 68 2-5=(-199) 235 3-5=(-305) 259 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-369) 170 WEBS: 2x9 KDDF STAND 3-4=(-113) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 558V -93/ 262H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.2" -62/ 288V 0/ OH 5.50" 0.46 KDDF ( 625) 9'- 11.7" -78/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9-11-11 MAX TC PANEL LL DEFL = 0.011" @ 7'- 8.2" Allowed = 0.379" f MAX BC PANEL TL DEFL= -0.428" @ 5'- 1.3" Allowed = 0.605" MAX HORIZ. LL DEFL = -0.003" @ 9'- 9.2" MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. too /7 ."' x4 M-1.5x3 , ,,ID PROF A �A y 1-00 y 'PROVIDE FULL BEARING;Jts:2,5,4 110-00 ��C toINE.$. 8$ 7 •Ct4. 8.782PE 9r' • JOB NAME : POLYGON 3410-D NH - CJ5 '/7 ''' Scale: 0.3653 '/ WARNINGS: GENERAL NOTES, unless ennmea noted. G. 1.Balder and erection contractor should be advised of an General Notes 1.This design C based only upon the peremeten shown and b for an mdudual �,f 17 -OREGON (^'••- Truss: CJ5 and VVamhga before canMnlcllon commences. building component.Appesab8lty of design parameters and proper +� /. 2 2.DM compression web bracing must be metalled where Moven.. incorporation of component is me responsibility of the bugdlnp designer. C/A[�y y;it 6 3.Additional fomperery bracing to beano.1.509 dudnp corWnucibn 2.Design assumes the top end bottom dards to be laterally braced at Jl „t b the respensib0by of Bre erector.Additional permanent bracing of 2'a ine.ound at ee hhro.osuch ash as ply plywood s braced(TC)an l their length by wntlnueuaadgtng rsuchlbacing reonath.hee alsan r 5drywel(BC). P`e.U1 �\ DATE: 10/26/2015 the avert structure h the responsibility of the building designer. 3.h Impact bndgthg or lateral bracing required when shown*. •'s L SEQ.: K 14 8 7 3 67 4.No bad should be applied to any component until after el bradng and 4.bet.htlon of truss is the reeponsibilry or the respective contractor. fasteners are complete end at no one should any bads greater than 5.Design assumes trusses ere to be used in a non-eonoelve enNnnment, TRANS ID: LINK design loads beappiedtoany oemponent. and are for drysftSbea^crwe. p 5.CompuTrus hememoss no control over and umos no responsibility ler the 8.Design urysumea nil hearing et ch support.shown.Shim or weeg.If EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design N furnished subject to the Imitations set Isnh by 8.Plates shall be bated on both feces of Inns,and placed as their center TPIM1VICA In SCSI,copies of which coil be furnished upon request. Ines coincide weh Joint center lines. 9.Digits indicate size o/plebs In inches. MITek USA,Inc./CompuTrue Software 7.6.7(1L)E 1o.for basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL j REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Note:Truss degn requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 4 T T 12 4.00 v M-1.5x3 3 4 —1 0 .1 1 /11111111111111111111111111111111111111i 1-1 2 , 1 Pal INM I RI Ad M-3x9 M-155x36 k J. J. 1-00 3-05 p PR ppFss *NC"IN�kf4 /0� ` 8.782PE JOB NAME : POLYGON 3410-D NH - D1 Scale: 0.6603 / �• ,/ WARNO4: GENERAL NOTES, unless otherwise noted. Com. OREGON I.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is bran indlvldual 1;i" " Truss: 01 and Warnings before construction commences building component.ApplloeblRy of design parameters and proper 2� t 2.A2,44 dditional web bracing must be installed where Mown+. incorporation of component Is the responsibility of the building designer. '9 '9R Y 1 � ,Q`. 3.Additional temporary bracing to mon stability during construction 2 Design and at tOe.the lop and bottom chords to W Waggly braced al Is me responsibiltiy of the erector,Additional permanent brodng of aso.c and at 10 o.c,respectively unless braced throughout their length by /p win, DATE: 10/26/2015 the ovenl structure is the respenslbSty of the building de continuoussheathingor wenasatywg resheethwheressenong(TC)and/or drywaN(SC). �/"7U ng sigacin 4.to Impact bridging m thtere bracing required the Move++ SEQ.: Ki4 8 7 3 7 0 4.Na bait Mould be applied to any component until eget ail bracing and 4.Installation atm,is the responsibility of the reepedlva contractor. Wieners are complete and at no lime should any loads greater then 5.Design assumes toroses ere to be used In.non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condNon'of use. 5.CompuTns has no control over and aesumas no responsibility for the 8.Design assumes teal bearing al al supports Mown.Shim or wedge If Lp�, EXPIRES: 12/31/2016 febricatlan,handling.shipment end lnaelatbad n of components. 7,Design assumes equate drainage h provided. Octo V er 27,2015+ �J 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 TPkWfCA in SCSI,copies of which vel be famlMed upon request. lines coincide with joint center lines. 9.Digits Indicate she of prate In Inches, MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector pbte design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-9=10) 0 BC: 2x9 KDDF #16BIR SPACED 24.0" O.C. 2-3=1-44) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50^ 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 v 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0^ Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL= -0.005" @ 1'- 8.5" Allowed = 0.143" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" Design conforms to main windforce-resisting -' system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.6, End vertical(s) are exposed to wind, o� Truss designed for wind loads I in the plane of the truss only. N O "-1 i in 1 1 21101,... 1-1111 4.* M-3x4 y J' l 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,4,3 I t.D PR.Q�cfis� r\cs ��GINE`r� /0 89782PE 9<' ...... JOB NAME : POLYGON 3410-D NH - D2 ', Scale: 0.8868 r ���� WARNINGS: GENERAL NOTES, unless otherwise noted V QQ��-,.✓� �10 1.Balder and erection contractor should be advised of al Osnsni Notes 1.This design N bawd only upon the parameters shown and Is for an OREGONindividual h .. Truss: D2 and Warnings before construction commences. building component.Applicability of design penmeten and proper 4,6e 6)Y 2.2x4 compression web bracing must be knelled where shown*. mcorporotion of component Is me roeponeelly of the binding destgner. Aii y A iG V � 3.Additional bmporery bracing to insure stability during construction 2 Deign saaumss the lop and bottom chords to N Wanly braced at 'l J their length by /r lb 01504%4 Is me responsibility of IM erector.Addebn.1 permanent bracing of 2 retire suousnd astabbing rsuch plywood s espectivery union braced athing(TC)throughout d a drywel)BBC). . ' DATE: 10/26/2015 the overall structure N me responsibility of the building designer. 3.2i Impact bilging or lateral bribing required where shown.* v a'^' S E K1487371 4.No bad should be applied to any component ural after al bracing and 4.Installation of buss Is the responsibility of the respective contractor. 4' fasteners aro complete and Cl no time should any bads greater than 5.Deign assumes busses ere to be used Ina non-corrosive environment, TRANS ID: LINK deign lead.beapplledaany compornent. 5 end retsr drycondition'et i.supports u 5.CompuTrus has no control over ark assumes no responsibility ler the co.ss assumes g• ppo age EXPIRES:. 12/31/2018 ry• fabrkstinn,handling,shipment end.Il bmis tiun of components. 7.Design assumes adequate drainage provided. October 27,2015 S.This deign N furnished subject to the limitations set forth by B.Metes shell be bested on both faces of Inns,end placed so their canter TPI'WTCA in SCSI.copes of which will be furnished upon request. Anes coincide with)ohd center linea 9.Digits Indicate are of pleb In orches. MITek USA.Ina./CompuTrus Software 7.6.7(IL)-E 10.For bask connector plate design values sea ESR-1311•ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.96 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ 0H 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 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 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003^ @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 T T 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Ff 0 ti ` o k 1 M-3x4 l 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 4��� P R ops � ,yE s GINrb 4t` =9782P JOB NAME : POLYGON 3410-D NH - J1 ,,, .,.i► Scale: 0.5751 Tr MIN WARNINGS: GENERAL NOTES, unless otheratse noted Truss: J11end WarBuilder nings before conerection struction commenceador should be aad of all General Notes 1 building gmpennent.Aased pplicability upon design parrars meteerrs eMisprope Individual e �y� ��ON�^F 2.244 compression web bredng mud be installed where shown«, Incorporation of component Is the responsibility of the building designer. 7� A T'1 Y j�. 3.AduNomi temporary bracing to Insure stability during mndrudbn 2.Design assumed IN lop and bottom drones to M laterally braced et 7 b responsibility al the erector.Additional permanent bradrp o! 2mo.0.end at 10 o.c respectively arises braced throughout their length by �.-k Minuous sheathinging latera l b adng plywood aired here)udbr dryweA(BC). ' t a,�\ DATE: 10/26/2015 the theoverallreap structure Is the eortAddit of the building designer. 3.2x Impact bridging or isforalbrodng requiredwMromown+• d L= ♦_ SEQ.: Ki4 8 7 3 7 2 4.No coed should be applied to tiny component until after al bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners aro complete end at no time should eny loads greater than S.Design assumes trusses aro to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and ere for'ray madam-of use. 5.Compacts has no control over and assumes no neponsiblllty for the 8.Design assumes rail bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,hendrng.shipment and Installation of mmponems. 7.Design assumes edequda drainage is provided. October 27,201 5 8.This design is furnished subject to the limitations sat forth by 8.Plates shag be basted on both faces of trues,and placed so their center TPI/WICA In SCSI,copies of which MI be furnished upon request. Ines mlndde with joint center linea 9.Digits s. MITek USA,Inc./CompuTrue Software 7.6.7(1L)-E 10.Forrb[sic rutnector ofe size iso ignhet sign values see ESR4317,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 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 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017^ @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032^ @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed = 0.472" 3-11-11 T ,r MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 17 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. I) �� Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ko0 0 I , 0 a 0 1 M-3x4 1 1 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 " kW :9782PE �<' JOB NAME : POLYGON 3410-D NH - J2 Ile Scale: 0.5501 ''. WARNINGS: GENERAL NOTES, ones.otherwise noted �/ (.'y OREGON�'!�/'y(�� - 1.Builder and eredbn cenh.der should be adveed of al General Notes 1.The design Is based only upon the parameters shown and I.for en Individual ,F+OREGOI V Truss: J2 and blaming.before condo/don commences. building component.Applbabetty of design parameters end proper S//, Q � Z.2.4 compression web bracing mud be Installed where shown+. 4aerporotbn of component lathe ro.pondblly of the building designer. -+9 "IA Y. 15 3.Additional temporary bracing to Insure..billy during conshuc o 2 Design ed.810umes the tope bottom strobe to be laterally Breed et -t I.theredbNly et 8a credo.Additional bracing of 7o.e.and et 10 eta respectively ply Mass broad throughout PRP length by /��+v^ ` V open g continuous chanting such es bracing required where end/or drywel(BC). ^U a� �� DATE: 10/26/2015 the overall structure Is the re.pondbllry of the building&RP.. 3.2.biped bridging or lateral bracing required where drown•< 4,No bed daub be applied to envy component Intl ager al bracing end 4.Installation ellation of Wla the respondbll8y of the respective conbador. SEQ. : K 14 8 7 3 7 3 estenaro Cr.complete and at no thee should any loads greater than 5.Design assumes tomes are to be used Ins noncomodve environment, TRANS I D: LINK design fomes be applied to any component. 6.waon for ands arbo me. al.uppon.dawn.Shim or wedge g 5.CompuTruahesnocontrol over and ce Cres,oresponsibgityfor the �as,ry, EXPIRES:: 1.2/31/2016 fabrluIon,handling,shipment and installation of component.. 7.Design assumes adequate drainage is provided. October 27,2015 6.The design I mmdd»d subject to the Nmbatbne set forth by 6.Plates shall be located en both fate.of truss,and plead r their center TPI,WTCA In BCS),copies of whbh Mil be furnished upon request. Ines cokabo with Joint center Ina.. 9.Digits bdbete sire of pee In inches. MITek USA,Inc./CompuTrus Software 7,6.7(1L).E IN.For Men connector plate design values see ESR-1311,ENR-1988(AWTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x4 KDDF #163TR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x4 KDDF STAND 3-4=( -28) 40 3-7=(-168) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" O'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL= -0.013" @ 2'= 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 ` MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" MAX HORI2. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 F7 4 -. Design conforms to main windforce-resisting 0 system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, �O i End vertical(s) are exposed to wind, co Truss designed for wind loads 0 I in the plane of the truss only. N 1! 1111111111111111.Nlswtw-_ r..__. MN o o [ Alt o M-1.5x4 MilIMMEMEMIE 0 of M6-3x4 0 1 M-3x9 M-3x5 1 1 1 1 2-03-12 4-11-04 0-09 1 1 1 1 1-00 2-05-08 8-00 5-06-08 vi) P Opt. (� (PROVIDE FULL BEARING;Jts:2,4,7 I 4 44451 89782PE �r`. JOB NAME : POLYGON 3410-D NH - J2C A ' . Scale: 0.5126 ,�, . ' • MMII WARNINGS: GENERAL NOTES, unlessotherwtse noted: GI 4 1.Bottler and erection contractor should be advised of all General Notes 1.This design is based only upon the permeatan.lawn and is for an individual "7 OREGON gra �. Truss: J2 C and Warnings before conNnction commences. binding component.AppgosbNlty of design peran.lers and proper '({j (l 2.274 compression web bracing moat he Installed where shown«, incorporation of component la the responalblthy of the building designer. .1;45:" L//I 6 " � 3.Additional temporary booing to Insure stability during construction 2.Design,wine.the lop end bottom drone to he throughoutWordy Dead at 7 '1 Y 4 �Vj'. h the roapontlmlNy of the erector.Additional permanent bndng of Y o c and at es10 o.e respectively unless braced their length by continuous sheathing such as plywood s g(IC)andbr drywal(BC). i.Jl U L= DATE: 10/26/2015 the overai structure is the responsibility of the building designer. 3.2r Impart bridging or latero!bracing required where shown«« �9 �,.. SEQ. : Ki4 8 7 3 7 4 4.No load should be applied to any component until after el bracing end 4.Installation of trues la the responsibility or the respectNe contractor. fasten,.are complete and at no time should any loads greater than 5.Design assumes trusses are to be used bra non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition"of use. 8.Design assumes full bearing ata!supports shown.Shim or wedge it v���a-�v. nr�1/nn �s 5.CampuTns has no control over and assumes no responsiblliy for the necessary. ` 1, EXPIRES: G/3 L V V febrcatinn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Octobe r 27,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shah be bated on both faces of truss,and placed so their center TPIMTCA In(SCSI,copl.e of which will be furnished upon request. lines coincide with joint venter lines. 9.Digits indicate size of plata In Inches. MITek USA,InciCompuTrus Software 7.6.7(1L)-E (0.For baelc connector plate design vshros Na ESR-7377,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 -1 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HOAR. TL DEFL= -0.001" @ 5'- 10.9" 12 �) 9.00 P7 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load duration factor=1.6, End vertical(s) are exposed to wind, io Truss designed for wind loads in the plane of the truss only. 0 fi C-111 M-3x9 l l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 PR oFe 89782PE 9r JOB NAME : POLYGON 3410-D NH - J3 - -,1 • Scale: 0.4979 WARNINGS: GENERAL NOTES, uMass othembN noted. V �) --- 1.Builder and erection contractor should be advised of al General Notes 1.This deAgn Is based only upon the parameters Moron end Is for an individual 17 /OREGON Truss: J3 and Warnings beforebeforecentnucden commences. bolding component.Appliub88y of design Aerometers and proper a C59 2.2x4 compression web baring muAbs installed where shown•. Incorporation of component is Me responsibility of the balding designer. �.R1 SYA� ..1 V 3.Additional temporary bracing to insure stability during construction 2 Design eswmes the by sunt bottom MOMS to be laterally bread at 'l 2 o.c.end et 10 e.c,respectivelyMessa braced throughout Mak lengthby Is me responsibility of the erecter.Additional permanent basing of continuous sheathing such es plywood heembg(TC)and/or drywall(BL. C). +. A U t DATE: 10/26/2015 the overall structure la me responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown•• �Y S E K 14 8 7 3 7 5 4.No bad Mould be applied to any component until after el bracing and 4.Installation n of trues the responeiblty of the reapedlva contractor. 4 fasteners are compote and et no thus Mould any hada greater than 5.Design assumes babes ore to be used In s nencormalre environment, design bads be*palled to any component. and aro for*dry cond8len.of use. TRANS ID: LINK 5.00, 0ushasnocontroloverandeaumesnoresponsib88yforme 5.Design.a.trm.anib..dneatelespponanown.smmorweage �{ EXPIRES: 12/31/2016 fabrksdon.handing.Mlpment and Installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 a.This design M furnished sublsd to 8n limitations sat forth by 8.Plates shall be located on both faces of tens,and placed ss thein center TPINVFCA m SCSI.copies of which wll be furnished upon request. Ines coincide with Joint center been 8.Digits Indicate aiis of plata In Indus. MITek USA,Inc./COmpuTrus Software 7.6.7(1L(-E 1o.For basic connector plate design values see 08-1311,ESR-1899(BgTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) ( 0) 18 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 WEBS: 204 ROOF STAND 3-4=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)0014 7.0) ON TOP CHORD = 32.0.PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 ROOF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 - MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" fMAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" 4 -/ MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" 12 MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 9.00 )A( MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. m. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 a load duration factor-l.6, o End vertical (s) are exposed to wind, w Truss designed for wind loads in the plane of the truss only. Ali . .-- o 0 7 MEIMMel v _-m r o M-1.5x4 o I of 1 �' ME3x4 0 M-3x4 M-3x5 1 l l ). 2-03-12 4-11-04 0-09 1-00 2-05-08 8-00 5-06-08 c, ,t0 PR Qp�. (PROVIDE FULL BEARING;Jts:2,4,7 I . �J .19782PE 17_, JOB NAME : POLYGON 3410-D NH - J3C ,,, Scale: 0.4686 40 NMIWARNINGS: GENERAL NOTES, Nese otherwise noted �/ -J. / Truss: J3 C 1.Balder and erection contractor should be advised of al General Notes 1.This designh based My won the parameters shown and N for en Individual C' ' OREGON '''s and Warnings before construction commences, building po M Applicability of design parameters and proper '��,r,.Yy d 2.294 compression web bracing mull be installed where shown.. • Incorporation of component la Me responsibility of the bolding designer. e9;9 y: j [7� 3.414481 nib temporary bracing to bade stability dollop construction2.Design assumes Me top and bottom chords to be latently braced at 5 Is the responsibility of the erector.Addition.'permanent bracing of 7 o c.end at ea c.c.reonh ccroly and a booed throughout their length by DATE: 10/26/2015 the oweralsi riaua hthe responsibility continuous sheathing such esadngndalred sheathing(TC) drywal(BC). 1 q j * of the building designer. 3.2s Impact battrIm or Were)bracing required where shown.. /Ft !" SEQ.: K1487376 4.No bad lipoid be applied to any component rink ager al bracing and 4.'Wale..of Wes Is the responYMlry of the respective comrador. listeners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In.noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condllbn"of use. �/ { c 12/31/2016 5.Corny T,.has no control over and assumes no reeponsibikty for the 6.Design assumes full bearing.l al supporta shown.Shim or wedge 11 EXPIRES: fobdceaon,handling,shipment and Installation at components. mammary. 7.Design assumes adequateoboth la prodded. October 27,2015 8.This design furnished pment n the Imlain o est forth n S. shall be bated n both faces of truss,odd end placed so their center TPUWICA in BCS(,copies of which will be furnished upon request. Ines coincide with)oily center lines. M?ell USA,Inc./Com Trus Software 7.6.7 L E 9.Digit.indicate she of pate b inches. Pu 1 ( )- 19.For basic connector Mete design values rte ESR-1311,ESR-1998(N97ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)1DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 980V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 HOOF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX TC PANEL LL DEFL= 0.456" @ 4'- 9.0" Allowed = 0.629" 1' . MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" -/ MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX BORIS. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 [ Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 0 I o kt 0 ci f- 011.1111=111MMIIIIIIMINIIMINIIIIIIIIMIMIIIIIIN -, o I M-3x9 y Stl?t,\13PNI:1 ..° *F41 9 1-00 y !PROVIDE FULL BEARING;Jts:2,9,3 BI DO c; 61 "! �iQ' tH "'y . :9782PE r' JOB NAME : POLYGON 3410-D NH - J4 -1Me '.., Scale: 0.9357 WARNINGS: GENERAL NOTES, unless otherwise noted. ��OREGON K' 1.Bolder and erection contractor should be Waked of al General Notes 1.This design k based only upon the parameters shown and h for an Individual OR1 GOIN h'' Truss: J4 and Wanings before construction commences. building component.Applicability of design parameters and proper /. 2 ,ry,� 2.gra compression web bracing must be Metalled where shown+. Incorporation or component Is Me responsibility of IM building assigner. +'p �/��j y. A'4S 'C 3.Addlbnal temporary bracing a Insure stability during construction 2.Design assumes the lop and bottom dards to be latently braced et al r _{ 2 o c.and at o.c.respectively unless braced throughout Meir length by dir Is the rosponsi bey ofIM.rods,.Additional parlament brodrg of continuous sheaan thing such as plywood sbasmbg(TC)nld/or drywol(BC) PA 1 I`L. ' DATE: 10/26/2015 the overall rnrdWk Gro ro rewonibRry ohtabard shown the building designer. 3.2a Impact bridging or rsl bracing required where e �,f SEQ.: Vi4 8 7 3 7 7 4.No IRed should be applied to any component wdl after all brsdng and 4.Installation or truss Is the reepenaialry of the reaped6e contractor. fasteners are complete and at no Urns should any bads greater than 5.Design assumes trusses ere to be used In a noncorroive environment, TRANS I D: LINK design leads be applid too any component. end en ssumesr'dry condition.bearing use. age 5.CompuTrus has n ward over and assumes no reasoned/211y for the e.Der comae Ml ba.dn t l surte raven.skim or baa If EXPIRES: 12/31/2016 wry. /�♦ kbrialbn,handling.shipment and kMalatlon of components. 7,Design names adequate drainage k prodded. fN I.. 27,2015 6.This design h Writhed subject to the limitations set forth by 8.Plates shall be baled en both fans of truss,and placed so their anter Ll�p TPLWICA In SCSI,copies of whish all be furnished upon request. Inas cobdde with(Old center Ines 5.Dlglk Manta size of plate In Indas. MITek USA,Inc./CnrnpuTrus Software 7.6.7(1L}E 10.For basic connector pate design values sae ESR-1311,ESR-188.9 SAT* This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 BC: 2x9 KDDF #1EBTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=(-350) 468 5-3=( 0) 69 WEBS: 2x4 KDDF STAND; 3-4=(-122) 92 3-7=(-482) 361 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 969V -74/ 2138 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0^ -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.972" 1 f MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" "'.i MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" Design conforms to main indforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads .-1 in the plane of the truss only. I 0 M-4x6 N 3 O rnIMII=MMIIIIIIIIIIMMIIMIIIIIM. II' I.' I -/ o f7 a, PLT- I -m o M-1 .5x4 ' o Y . 6 1 i M-3x4 0 0 M-3x4 M-3x5 1. 1 1_ 1 2-03-12 4-11-04 0-09 1 , 1 1 ,RcD PR QFec 1-00 2-05-08 8-00 5-06-084SC GINE Lt PROVIDE FULL BEARING;its:2,7,4 I r� 04 /4 1/�y_ 9782 PE L.-- JOB NAME : POLYGON 3410-D NH - J4C ./ Scale: 0.3929 MAW WARNINGS: GENERAL NOTES, unless otherwise noted: ,� Kd' / 1.Bulder and erection contractor Mold be advised of al General Notes 1.dile design is based only upon the parameters shown and Is kr an Individual ,vI "7 OREGON� �. Truss: J4C building component.Applicability of design parameters and proper (� Q and Waming•un e timing CO be nW<es. try, 2.254 compreesbn web tieing must be Installed where shown+. incorporation of component la the responsibility of the building deagner f,'{"� 2 Design assumes me lop and bottom chords to be kteraly braced el "'�4 qRY 5 �\ 3.Additional temporary bracing to Insure stability during construction 7 sc.and at IS o.c respectively unless bread throughout mak length by \} Is the responsibility of the eredar.Additional permanent bracing of continuous sheathing such as plywood sheaming(TC)endlor drywel(BC) P.A UL n' DATE: 10/26/2015 the overall structure Ie the raaponsibllty of the building designer, 3.2a Impact bridging or literal bracing required where Mown++ '`i SEQ.: K 14 8 7 3 7 8 4.No load should be applied to erg component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater men 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition.'or use. O.Design assumes Mtbearing atalsupports shown.Shim orwedge ir EXPIRES: ��1/2016 5.ComWTrua hes no control over end assumes no responsidlity for the cocoµry, 1,, fabrication,handling,shipment and inatetlation of components. T.Design assumes adequate draloage is prodded. October 27,2015 8.This design is belched subject to the IlmBatinne set forth by 8.Plates Mall be located on both laces of truss,and placed so their anter TPAWTCA In 8CSt,copies of which nil be furnished upon regd.. Ines coincide w8h Joint center tines. 9.Digits indicate size or plate m inches. Wee USA,InclCompuTrus Software 7.6.7(1L)-E 16 For basic connector plate design values see ESR-1311,ESR-1988(WM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF 01&BTR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132) 54 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 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 992V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 -I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ,,/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 12 9.00 17Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads of in the plane of the truss only. i r 0 r+ c o waase ,....7.z.1 -.v I 1 o M-3x4 1-00 y 8-00 PROVIDE FULL BEARING;Jts:2,5,3,4 1-11-11 / `', `�� NE �s('y, :97$2PE 9 JOB NAME : POLYGON 3410-D NH - J5 40 ""o, Scale: 0.9026 / IIIII 4, WARNINGS: GENERAL NOTES, unlessotherwlsa noted: �/ v Truss: J 5 and\Nam1.Bolder ing.before construction commences.erection contractor should be ed of el General Notes building componemenpgloablley f design parameters end proper upon the parameters Mown and N individual 9 OREGON y am 2.204 comp...Ion web bracing mus be Instagee where shown.. Incorponlbn or component N the roapoalbuny of the building assigner. - '4 ( /' 3 Additional temporary bracing to insure stability duOng construction 2.Design aaeumss the rep and broom no ion to dt NtaSh bnae at i("1 r�" ✓ y le the rosponstbRty of the erodor.Additional permanent bracing of 2'o c and at 10 o.c.respectively unless braced throughout their Nnglh by "T v DATE: 10/26/2015 the overall structure lathe responsibllty of the building designer. 3 continuousomperheepogles such bp«ng re airedshsatwhe e e oornand/or drywaA(BC). 'A UL . � 'Pa bridging bracing required where Move « SEQ.: 171407370 4.No load mould be applied to any component anti after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design locums.tosses are to be used In a non-corrosive environment and are for"dry condition"of use. TRANS ID: LINK design loads be appWed N any component. B.Msignassumes Ibearing atalsupporsshown.Shim orwedge if EXPIRES: 12/31/2016 5.CompuTnn he.no control over and assumes no responsibility forma a fabrication,handling,shipment end hMelletbn of components. 7.Design mums adequate drainage N prodded. October 27,2015 6.This design N trammed sabled to the limistione eat forth by 8.Plates shell be bated on both faces Mtn.,and placed so their anter TPOWICA in SCSI.copies of which all be furnished upon request. Anes coincide with Joint anter lines. 9.Digits Indicate size of piste in Inches. MITek USA,lna./CompuTrus Software 7.6.7(1L)-E 10.For bWc connector piste design value.see EN14•1311,ENR.1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-7=)-185) 270 7-6=( 0) 18 BC: 2x4 ROOF #13BTR SPACED 24.0" S.C. 2-3=(-365) 71 6-8=(-283) 408 6-3=) 0) 69 WEBS: 2x4 KDDF STAND 3-4=)-212) 177 3-8=(-421) 292 LOADING 4-5=) -86) 38 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 44W -93/ 263H 5.50" 0.72 ROOF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ 8V 0/ OH 1.50" 0.01 RODE ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -1 MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 12 Design conforms to main windforce-resisting 9.0017 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, ExpB, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, ,,,/ a _-m M-1.5x4 0 I 1 M23x4 0 o M-3x4 M-3x5 1 l , 1 2-03-12 4-11-04 0-09 y 1-00, 2-05-08 7-06-03 , ,I• SOD PR°,RFs 8-00 1-11-11 �+� NCxIN - .> (PROVIDE FULL BEARING;Jts:2,8,4,5 , 89782PE 1-- JOB JOB NAME : POLYGON 3410-D NH - J5C ' , Scale: 0.3317 .., --.. WARNINGS: GENERAL NOTES, unless otherwlae rioted. CI Truss: J5C I.Band W and s before wnhedor snood be advised of el General Notes builThis ding p srsnt apbased pso b the f design parility shownn the parameters he bend pr doe Snar wit �" OREGON y��A Nr a44 WamressonbemnMngea b.Rst ces. Incorppaompooration of comAnentisth ofsponsi penmeleroentlproper AAY � � ].2s4 eomprosslon web bndrp must ba Msfalbd where shown•. 2,Design assumes tib lop end bottom chords to be laterally bred.'el ♦♦__ 3.Additional temporary bracing to Insure stability during construction T cede and at 10.cede rosp.nsu 15 union braced throughout their length by Is the responsibility of the erector.Additional permanent bradng of cenllnww sheathing such as plywood sheathing(TC)and/or drywal(BC).brl DATE: 10/26/2015 the oven)structure Is the responsibility of the buldip designer. 3.2s ImpWiping or lateral bracing required where shown•• Pq.UL.. SEQ.: K 14 8 7 3 8 0 4.No bad should be applied to any component ants after al bradng and 4.Instalatbn of buss is the reeponsibllly of the respective contractor. fedeners are complete and at no time should any bads greater than 5.Design assumes trusses en to be used In e noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for^dry wndmon^of use, 5.CempuTnu has no control over and assumes no responsibility for the e.Destgn assumes full bearing at el supports shown.Shim Sr wedge If ,,y EXPIRES: 12/31/2016 fabrication,handling,shipment end lnelalb alinn of components. 7.Design assumes adequate drainage provided. October 27,2015 B.This design Is furnished subject to the limitations set forth by 5.Plates.hal be loaded on both facee of tens,and placed so their dente, TPIA TCA In BCSI,wpbs of which cell be furnished upon request. Anes coincide with john center lines. MITek USA,Inc./Com uTrus Software 7.6.7 1L E S.Digits Indicate alae of plate M kwhe. p ( 10.For bests connector plate design values lee ESR-1311.ESR•1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32..0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00Wind: 140 mph, h23.7ft, TCDL4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Lw Truss designed for wind loads in the plane of the truss only. 0 - '/7/ S�-.. -, M-3x4 p PRQ1 ioalD l l l l F 1-00 8-00 3-11-11 �rj yG�NEcR wr0 'PROVIDE FULL BEARING;Jts:2,5,3,4 I V `'�(� 17 �y/ry�ppf''' 4 :9 82PE JOB NAME : POLYGON 3410-D NH - J6 . _airScale: 0.3548 r WARNINGS: GENERAL NOTES unlessothe,wlea noted: �'e' " / 1.Builder and eredlon contractor simdd be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual S "jr- +',EG ON N. Truss: J6 and Wammgs before eondudbn commences. building component.Appgoadlly of design peramatan and proper Rif 2.2,4 compression web bradng must be metalled where.hewn e. incerporedon of component b the responsibility of the buldrp designee Gq[]`,: -, 3.AdtlRbnal temporary bracing Is inane stability during construction 2.Design assumes the lop and bottom drone to be laterally braced at el 1 _\V f lama responsibility of Me erector.Additional permanent bracing of continuo nd sheathng such asp plyw000d si braced throughout d kys:ABlengthC). 1 V DATE: 10/26/2015 the overalldcxbna le mereeponsibllry of the building designer. 3.Dt lmpadbrldgm9er lateral bradng requbadwhen shown en +'"' SEQ.: K 14 B 7 3 B 1 4.Naked should be tippled to any component until eller al biasing and 4.4.Design.acmes 1 lr la the s responsibility 6ebeHd fin.non-corrosive contractor. fadenen are complete and at no time should any loads greater than g TRANS I D: LINK design bee.be applied to any component. B. vironment oeNpnaowdmeerys too condition' at ai supporta.hewn.Shim or wedge If 5.CempuTnn has no control over and assumes no responsiblly for the c„e,ry, EXPIRES: 12/31/2016 fabrication.handling,ehlpmem and metallaion of componeme. 7.Design assumes adequate drainage Is provided. October 27,201 5 B.Thh design Is furnished.ubj.cl to the imlalem set forth by 8.Plates shag be located on both feces of tout,and placed so then center TP6WTCA In SCSI.ceples of which will be furnished upon request. Ines coincide wtlh joint canter Ines. 9.Digits Indicate else of piste in Inches MITek USA,Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector pieta design value.sea ENR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 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) 68 2-6=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 4-5=( -44) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 944V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 990V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 -! ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. it VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4 MAX TC PANEL LL DEFL = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 7 system and components and cladding criteria. 3 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Si o End verticals) are exposed to wind, I Truss designed for wind loads 0 ,-1 in the plane of the truss only. 0 0 cimmommiim 01 _ 6 / o M-3x4 l l l l • n 1-00 8-00 5-11-11i�G'N �•T Cf� . 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I <jf T: . :9782PE v JOB NAME : POLYGON 3410-D NH - J7 ,.✓��,/� Scale: 0.3133 WARNINGS: GENERAL NOTES, unless otherwise noted: V V (y �0 I.Binder end erection contractor should be advised of al General Nate. 1.This design is based only upon the parameters Mown end is for an individual �,,y� ", OREGON Truss: J7 end Warnings before conelrudbn commences building component.Applicability or design parameters end proper fe l►�� /�", ('Ili v1r 2.2a4 compression utile brsdng must a thsteatl where Moven". Incorporation of component is the reeponslbIs of building designer. CJS rt,C) 7.Additional temporary lensing m Insure stability during anstrucan 2.Design assumes to top and bottom dorms to be Nterely bread at b the roepnn lbNly of the erector.Additional permanent bracing of 7 s.e.end at la o.e.reapedwety unless bread throughout their length by continuous sheathing such as plywood n g(TC)and/or drywal(BC). • P. A'+{ 0' DATE: 10/26/2015 the overall structure R the responsibility of the building designer. 3.2a Impact Ridging or lateral bracing required where Mown.v r"{v 1.. SEQ.: Ki4 8 7 3 8 2 4.No bad eheuld be applied to any component until ager all bracing and 0.Installation dims Is the responsibility of the reepenNe minder, fasteners are complete and at no time Mould any leads greeter than 5.Design assumes biases ere to be used In.non-corrosive envkonment, TRANS I D: LINK design bade be addled to any component. end are for"dry condition"of we. 5.CompuTrue has a control over and assume.no raepenlblly ler the 5.Design assume.deal bearing.t.l sapped.Mown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and matalleSon of components. 7.Designmums adequate drainage is provided. October 27,2015 8.This design is furnished subject to the limitations set kith by 8.Plates shag be batted on both faces of buss,and plead as their anter TPINJTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. MiTek USA,Inc./Com Trus Software 7.6.7(1L}E 9.ForDigb Isicconelseofplatee inches. W 1.Porbasicate sloe platedesign see ESR-1311,E5R-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -89) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PIE OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -30/ 445V -151/ 927H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. 15'- 11.7" -77/ 1210 0/ OH 1.50" 0.19 KDDF ( 625) 10-10-03 5-01-08 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ow spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" 7 ."' MAX TL CREEP DEFL= -0.003" @ -1'- 00" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.258" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX RORIZ. TL DEFL = -0.009" @ 15'- 10.9" M3x5(S) Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9.00 F7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, up Truss designed for wind loads o in the plane of the truss only. mI , o c4 O p, edI 1 = 6-_� I M-3x4 .stip P R oFe, y >L ), y tic r eyG I N E' y 1-00 8-00 7-11-11 'V 'T 'PROVIDE FULL BEARING;Jts:2,6,3,9,5 I 42 �. 89782PE 7Q � ..47_,...47_,.JOB NAME : POLYGON 3410-D NH - J8 '/®/\\,✓te Scale: 0.2745 1�Y/�jG� NW WARNINGS: GENERAL NOTES, unless otherwise noted S/ /�y tC) 1.Builder and erection tntraaor should be advised of al General Notes I,This design is bard onfy upon Me parameters shown and Is for an individual ,y T 7 OREGON hBs �. Truss: J8 and Wammgs before consbuclbn comments. buaming component.Appkabily of design parameters and proper ^,(fir / pyV 2.2s4 compression web bracing must be Metalled where Mom a. Incorpontbn of component Is the rayonsNBly of the building designer. o ' Vf/f yti ser+ L" . 3.Additional to brad to trans stability during construction 2 Design assumes the top end bottom Mosta to he latently braced at 7 '1 J'Y J �(V� temporary 7 o.c.and at id e c respectively unless braced throughout their length by //{� ` Is the reaponslblldy of the eraser.Additional permanent bracing of continuous Meedda,such es plywood shoe rots,.)and/or drywag(BO). • P`/t U t �* DATE: 10/26/2015 the overall structure is the reepomlbiny of the binding designer. 3.2r Impact bridging or lateral bracing required where show •• r'1 1.^ SEQ.: K l 4 8 7 3 8 3 4.No bad should be rippled to any component until after al bracing and 4.Installation ottrout is the responsibility of the respective contractor. fastener.are compete end at no time should any loads greater than 5.Design assumes hisses ere to be used kr s non-corrosive environment, TRANS ID: LINK design leads be applied to any component. and are tor^aycondition"of use. 5.CompuTrus hes no sentry!ter and assures no responsibility for the 8.Design..fumes mg bearing d el supports shown.Shim or wedge If EXPIRES: 1 2/31/201 6 tebrk:at6n,handling,shipment end lnetdYtbn of components. 7. necessary. esign assumes adequate drainage 6 provided. October 27,201 5 6.This design Is(Meherl subject to the limitations rt forth by 8.Plates MO be lotted on both fats of Imr,and placed to their canter TPWOICA H 13151,copes of which MI be furnished upon request. Inas coinctde wqh Mint renter lines. 9.Dlgds Indicate alta of plata In Inches. MITek USA,Ino./CompuTrua Software 7.6.7(1L)-E 10.For basic connector pate design values re ESR-1311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 7.0" (CORD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 332.0 POE Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 POE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD: TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 D S 0 0 I m 2 , I M 1 _ o - � - O M-3x4 4 1 1 l 1-00 10-07 c2 �yGIN �� .° I. 89782PE fir' JOB NAME : POLYGON 3410-D NH - P1 �/ Scale: 0.6040 ", 0.4fic: . WARNINGS: GENERAL NOTES, unless othanvlse noted. OREGON ry Truss: P 1 1.Balder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for an Individual h� and Wemings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bradng must be Installed where shown.t. thcorpo ib I component b the rosponsibllly of the building desigrrer. +�� �� �,✓ �, 3,Additional temporary bradng to Insure stability tlunng construction 2 Design me top act bottom dards to h laterally braced el Is the responsibility of the erector,Additional permanent bracing of 2'o.e.and at ea .enoh a.sly unless braced throughout their length by vp„NI DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. continuous Impact bridginggor lateral l b aciplyng re sired where shovel ove/or dryweg(BC). A U 3.le orlelenl bredrproel ftre where ,, SEQ. : Ki4 8 7 3 8 4 4.Na lead Could be applied to any component unto after al bracing and 4.Installation of truss Is the responsibility of the respect!).contractor, Pretence are complete and at no time Mould any loads greater than 5.Design essumss trusses are to be used Ina noncorrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition^of use. lI�� se control over and assumes no cesponelbi ty ler the E.Design assumes MI beadng at all supports Mown.Shim or wedge If 5.CompuTrus hasEXPIRES: 12/311201'6. fabrication,handling,Mlpment and thatallellen of components. necessary.tin assumes es ,,{ 7.Plates beesaded an drainagelcls el tnsls,d. October 27,2015 8.This design is NmlMed emend to the limitations set Conn by B.Design shag be located at both faces of trove,and placed w thele center TPIIW1'CA In SCSI,copies of which wig be NmlMed upon request. Anes coincide with joint center Ines. 9.Diggs indicate size of plata In Inches. MITeft USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN I0'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-207) 605 6-3=( 0) 238 BC: 2x4 KDDF 1416BTR SPACED 24.0" O.C. 2-3=(-693) 135 6-7=(-211) 599 3-7=(-662) 186 WEBS: 2x4 KDDF STAND 3-4=( -84) 82 7-4=(-132) 105 LOADING 4-5=) 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -76/ 571V -43/ 124H 5.50" 0.91 KDDF ( 625) 10'- 7.0" -52/ 443V 0/ OH 5.50" 0.71 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 5'- 8.4" Allowed = 0.483" MAX TL CREEP DEFL = -0.027" @ 5'- 8.4" Allowed = 0.644" MAX HORR. LL DEFL = 0.004" @ 10'- 1.5" MAX HORIZ. TL DEFL = 0.007" @ 10'- 1.5" 5-10-02 4-05-02 0-03-12 1' I T '( Design conforms to main windforce-resisting 12 system and components and cladding criteria. M-1.5x3 4.00 17 6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, lEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 3 w 7 lirliiiii..... 1,11 co LC I OD ti = M t 1 /7 -P 2.1-4 6 1 o M-3x9 M-1.5x3 M-3x4 y k l 5-08-06 4-10-10 y y y % O PRop 1-00 10-07 � .GINE,�r� `f(;T 89782PE r" JOB NAME : POLYGON 3410-D NH - P2 Scale: 0.4415 . . WARNINGS: GENERAL NOTES, unless otherwise noted. p ('a (�� 1.Bolder end erection canted°,should be advised dell General Notes 1.Nis design Is based only upon the parameters shown and is for an Ind/Ndwl �/. ��OREGON Off Truss: P2 and Wamhge before wnshudbn commences. building component.AppliceGlIty of design peremeters and proper +� f. n R 2.2t4 compredon web bradng mud M installed where shown.. Incorporation of component is the responsibility of the bolding deelgner, .9 A :A 5 w s 3.Additional temporary bracing to insure stability during construction 2.Design assumes ms tap and bosom Morals to M laterally bread el I T r _{ Is the ro sibil I the erector.Additional permanent bradng of T e.e.and et ID.e et.such unless braced throughout their length by pan ly° continuous shaming such es plywood sheemhp(TC)and/or drywel(BC). p Il I-I` \ DATE: 10/26/2015 the overallsbudure lame responsibility of the bidding designer. 3.2i Imped bridging or Ward bradng required where show a .. ''1 lJ l+. 4.No load Would be applied to any component anti aver Cl bradng end 4.Installation of truss I.the reonebllty of the respective comedor. SEQ.: Ki4 8 7 3 8 5 fasteners are complete end.t no time should any loads greater man 5.Design assumes tu..e.ere to be used m.non.eorro/oro environment, design leads beapplied ro any component. 6. are for^dry condition^of use. TRANS ID: LINK 5,CompuTrue has no control over and assumes no reepon.ibaty for the B.D.&gn wanes hall bearing et al supports Nrown.Shim or wedge if EXPIRES` 12/31/2016 fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage le provided. October 27,2015 EXPIRES: /47 !'LV 6.Ni.design le/mashed subject to the Iknbtbns set forth by B.Ptetee Mel be located on both faces of Was,end placed w thek center TPWVICA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center gnee. S.Dight Indicate sire of plate in koMs. MITek USA,Ino./CompuT,ue Software 7.6.7(1L)-E 10.For basic connector plate design value.we ESR-1311.EBR-1998(W Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7.- 9.0" IBC 2012 MAX MEMBER FORCES 41,1R/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-48) 69 3-5=(-241) 172 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-100) 89 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -67/ 963V -31/ 92H 5.50^ 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9,0" -37/ 318V 0/ OH 5.50" 0.51 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.229" @ 3'- 11.2" Allowed = 0.955" MAX TC PANEL TL DEFL = -0.306" @ 3'- 11.2" Allowed = 0.683" / / 7-05-04 0-03-12 I 1 1 MAX HORIZ. LL DEFL = 0.001" @ 7'- 5.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 5.2" 4.00 " Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 -/ Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, j (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), = load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N 1 O N u) I Y M 1ff O I 211)." 4. 5 0 M-3x4 M-1.5x3 l )' l 7-05-04 0-03-12 l 1 y 1-00 7-09 v`0° PRape„, c..� 04 .-,s, ,% `i :9782PE pr' JOB NAME : POLYGON 3410-D NH - P3 r✓M��% Scale: 0.5962 rr WARNINGS: GENERAL NOTES, unless otherwise noted OREGON T rllS S: P 3 1.Builder and erection contractor should be advised of all General Notes 1.Thls design Is bawd only upon the perimeters shown and is for an Individual ,y 7y N. and Warnings before canshudkn commences. building component.Applicability of design parameters and pro ` 6 + V 2 2a4 compre.d n web bracing must be Installed where shown*. incorporation of component la Ma roepontlbNlty of the building designer. s 9 (/4 r C.L.. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top arse bottom chords to be roughs braced at 77 "7dt? '�J �( Is the responsibility of the erector.Additional permanent bracing of T o c.end et 10 o.c respectively e.sly when braced throughout their length by DATE: 10/26/2015 the overall structure la the responsibility f the building designer, continuous shging or such as plywood aired where sown a drywaN(SC). �� �i °P° ly o g 3.to Impact bridging or Wend bracing required when mown.a s- SEQ.: K 14 8 7 3 8 6 4.Na load should be applied to any component until after all bracing end 4,Installation of Miss b the responsibility of the respective Contr./or. fasteners are complete end at no time should any bads greater than 5.ledge assumes trusses are to be used ina noncorrosive environment, TRANS ID: LINK design lads be applied foany component. ends,.Is,dry condemn"class. 5.CompuTrus has no control over and assumes no responstilly for the 8.Desipn assumes lull leering at all supports shown.Shim or wedge If EXPIRES: 12/31/2016. fabrication,handling,shipment and butalbtlon of components. necessary. 7.Design s all Es co led on both face Is moulded. October 27,2015 8.This design le Nmlehed subject to the N t limitations set form by 8.Plates shall M bated an born faces of truss,and placed so their venter TP WVTCA in SCSI,copies of which will be mmiehed upon request. Ines coincide with joint center fines. 9.DIM%Indkats size of pale In Indies. MiTek USA,Ino,/CompuTnls Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 9.0" !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #14BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. M-1.5x9 or equal at non—structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-05-04 0-03-12 I T 1' 12 9.00 M-1.5x3 4 —e' • 0 1 cq N r 1 11 of I////////////////////////////////////////////////////////AMMO 0 5 6 M-3x4 M-1.5x3 y ), 1 1-00 7-09 .`a �GINyh f©1-� N 97821Ay�E JOB NAME : POLYGON 3410—D NH — P4 4, /le Scale: 0.5837 WARNINGS: GENERAL NOTES, unless otherwise noted 4) p ,/�y 1.Bolder and eredbn comrade should be advised at al General Notes 1.This design Is based only upon the parameters shown and I.for an Individual 7, OREGON (NL},.. Truss: P4 and Warnings before conansnsan commences. building componentApplicability of design parameters end proper '1(.0 [ 2.2s4 compression cab busing must be Installed where shown+. incorporation of component la the responsibility of the bolding designer. c 4[] , b 3.Additiorul temporary bucks to Insure*lability during construction 2.Design assumes the lop and bottom drams to be!Merely braced el a l lame responsibility of the erector.Additional permanent bracing of 7 we.and el 1G o.c raapd.plywood amass Maud throughout their length by �j continuous strostgng such as bracing sM.mkp(TC)andbr drywall(BC). �A U 1 [`� DATE: 10/26/2015 the overall structure Is the rospenabllty of the balding dealgner. 3.2w Impact bridging or lateral bracing required where shown++ r• 4.No bad should be applied to any component until after all bracing and 4.Installation of buss Is the rosponslblly of the rsepecthe contractor.SEQ.: K 19 8 7 3 S 7 fasteners are complete end al no Be,.mould any loads greeter than 5.Design as.umas busses ars to be used Ina non-corrosive environment, TRANS I D: LINK deagn bads be applied b any component. end n ssumer"dry MI bearing a . wedge 5.CompuTrus has no control over and assumes no responsibility for the 8.Designco. M7 bearin 1 all support*shown.Shim or w. If EXPIRES: 12/31/2016 ry• l f.brbetlon.bridling,shipment and instillation of components. 7.Design assumes adequate drainage is provided. October 27,2015 9.This design N furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of buss,and paced deo lhek center TPINy1CA hr SCSI,copies of Milch MI be furnished upon request. Ines coincide with)Dint utter Ines. 9.Digits Indicate tae of plate In Indra.. MITek USA,Inc.iCompuTrue Software 7.6.7(1L}E 10.For basic connector plate design values sae ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-4=(0) 0 BC: 2x9 KDDF 016BTR SPACED 24.0. O.C. 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -71/ 3010 -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 1'- 11.7" -20/ 410 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO '_HE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP /COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL= 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 27 Design conforms to main n windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 o ~ 4 - 1 M-3x4 1 l y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 �G,�� NG N �'6" 447 89782PE �r JOB NAME : POLYGON 3410-D NH - SJ1 , Scale: 0.6696 � I• MIN WARNINGS: GENERAL NOTES, unless otherwise noted: (/ Truss: SJ1 1. andWamnd inngsrobefrownn nsructioctor nummeneeould be eedofadGenenlNoes buildingcoThis nIs mponem,App%cdlityofdesignperomatersandonly upon the parameters shun and 1propenlndMdwl 15, OREGON2�� 2.2e4 compression web brodng must be Installed where shown 0. incorporation of component Is the responsibility of the W Ndng designer. .,,A A y.�,y: e. +� 3.Additional temporary bracing to Insure NabNty during conebudbn 2.Design assumes the top end honour dame to be lahnlfy breed et 7 �1/Y `J ,4 Is the responsibility Gime erector.Additional permanent bradng of o.c.and et 10 o c.respectively anises braced throughout their langur by /)�+ DATE: 10/26/2015 tha overall structure la them responsibility r the building designer. tMlpact Mging or atehasadng re vire where send/ordrywaR(BC). �'JN 1 aPo component o g 4.to Impad hoping iors lateral ponsIb ty et the where Morn.. r1 1.. SEQ. K1487388 +.Nowas.era cbe leantoany tiany aver,Aeatehane 4. esilnllonofWarIrIna arepo be ueoftheroapedneernviron fasteners an complete and at no time should any wase greater than S.Design assumes trusses are to a used In a nonwornave environment, TRANS ID: LINK design lead.be applied to any ccepanent and are for"dry condition"ofuse. 6.CompuTrua nes no control aver and assumes no responsibility for the 8.Design assumes NI bearing+tall supports Mown.Shim or wedge 11 EXPIRES: 12/31/2016. fabrication,handling,shipment end Installation of component. sna s 7.Design assumes beeuded on both h provided. OCIOu@r 27,2015 6.Tnls design la furnished subject w the limitations set torah by 8,Plates shall be located on hath/aces citrus,and placed so their center TPIIWfCA w 0151,copies of which will be furnished upon request. Ines coincide with point center Ilnes. MRek USA.Inc./Com uTlUs Software 7.6.7(11.)-E 5.Digits Indicate size of plate In inches, Pto.For bests connector pieta design values see ESR-1311,ESR-188S(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 RODE #105TR SPACED 24.0" O.C. 2-3=(-91) 63 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 BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 9.0073 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o I End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. stn o f I -51- 11111 o F111.--- 114►/ -1 0 1 M-3x4 l . l 1 1-00 2-00 1-11-11 (PROVIDE FULL BEARI NG;Jts:2,4,3 I s O P R©Ft. NGINE�R <0 '4'" :9782PE r" JOB NAME : POLYGON 3410-D NH - SJ2 " _Ali,- Scale: 0.6592 •y 1111 WARNINGS: GENERAL NOTES, uhiess otherwise noted. (/ . r 1.Builder and erection contractor should be advised of a1 General Notes 1.This design i M based only upon the parameters own and Is for an IndMNduel a EO V/1 V Truss: S J2 and Warnings ings before construction commence., building component.Applicability of design parameters and proper +► IQ - 2.2t4 compression vats bndng mud be Mdawed where.lwvar.. 6corporation of component I.the responsibility of the building designer. sift fiq .y a Additional temporary bracing to Insure stability during condna:tlon x Design assumes the top end bottom unlessspecthrely bread b be Merely braced at T I`7 ` y I.the responsibility of the erector.Additional permanent bracing of continuous NI and°ah a1Mngrasuch as plywood sheathing(TC)and/or drywal(BChout their length). tt DATE: 10/26/2015 the overall structure la the ragionsibRy of the buldlrq designer. 3.2a Impact bridging of lateral bracing required where Mown«« �� L SEQ.: K1487389 4.No bad should be applied In any noeponant anti a51,at btadng end 4.IOn.talla6onolbussissthh�easepobebiryoused nsrrespective n� e• actor.environment. fasteners are complete and at no time Mould any bads greater man and g e assumes ss mery trusses usconds s of to b e. TRANS ID: LINK design badsba applied to any component. 6.Design assume.NII bearing at all shown.own.shim or wedge If 6.Compuinm has no control over and allellen ca responsibility for the necessary. EXPIRES: 12/31/2016 fabrication.handling,shipment and indiction of components. 7.Design assumes adequate drainage I.prodded. October 27,201 5 6.This design Is furnished subject to the limitations at forth by e.Plates shell be bated on both laces of buss,and placed so their anter TP WWFCA In SCSI.eopks of which will be furnished upon request. Ines coincide with lobs center lines. S.Digits Indicate sire of plate In inches. MITek USA,Inc./CompuTru.Software 7.6,7(1L(.E 10.For basic connector plate design value.sae ESR-7371,EBR.t988(MOW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Crg=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 'PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 ?SF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 7 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -. MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 r o f c 0 1 0 1 3 M-3x9 J. y l 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:1,3,2 I „ 0D PROFer, iso, V..A" }0 ir 4` 89782PE ru JOB NAME : POLYGON 3410-D NH - SJ2X Scale: 0.6561 8 WARNINGS: GENERAL NOTES, unless otherwise noted fJ' OREGON/�y N.1.Builder and eredicn cantrador shodd be advised of a1 General Notes 1.This design Ie bawd only upon the parameters Moven end is for en Indiudual 7 _OREGON �.. Truss: SJ2X and Warnings before construction commences. building component.Applicability of design parameters end proper lief, (0 2.254 compresebn web bradng must be Intellect where shown v. Incorporation of component Is Ihe roaporrelbNlty of the building daAgner. .et V A� A IG 'Q'� 3.Additional temporary bncmd to Insure stability during construction 2 Destgn .1 10 the lop end bottom chords to be laterally bead s1 7 �1y 1 J lathe rosponstNNly of the arodor.Additional permanent brednp o! T so.end et f 0 c.c.rasped.elyplywood tiaras braced ihrougnod melt length by continuous sheathing such as plywood sheathing(TC)b an C dryws11(BC). F»/1.U I 0 DATE: 10/26/2015 the overall atmdure n the raspondbloty eine building designer. 3.2x Impact bridging or lateral bracing required*Here shown.. x'"'11 L SEQ. : K 14 0 7 3 9 O 4.No load should be applied to any component until after a1 bredng and 4.Installation of Truss Is the raeponstbIRy of the reepedNe contractor. fasteners are complete and at no time shaud any loads greater than 5.Design assumes wsses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and ere for'dry cordilon'of use. 6.Compurrus hes no control over and assumes no responsibility forth. B. eceg assumes rata bearing .1 supports shown.Shoe or wedge a EXPIRES: 12/31/2016 fabrication.handship ant and installation of components. ,ling, 7. Design asshall b ea adequateodrainageprovided. October 27,2015 e.rens design u furnished sulllect to the limitations eel forth by e.Plates shall be located on both feces of truss,and pawed so their anter TPINWTCA In BOB),copies of Mach nil be furnished upon request. Anes ceindds with joint center lines. MITek USA,Inc.ICom Trus Software 7.6.7 1L E 0 Digits basic sora r p pates In inches.values W ( )• 1 9.1191 indicate cats size of late In nelves sea ESR•i 31 t,ESR•tSBS(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF ((165TR SPACED 24.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KEEP ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 3 -1 MAX BC PANEL TL DEFL= -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 '' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. EN O.' 40 1 M-3x4 y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 ' 0,GINE.6- $•782PE r JOB NAME : POLYGON 3410-D NH - SJ3 Scale: 0.5345 - / �• WARNINGS: GENERAL NOTES, unless emendse noted: OREGON 47 Truss: S J3 I. Builder w.mnngs before ns Mmoeon commerection contractor should be ndvised ces. or al General Nolas building componem1711.dimign is donly Applicabil Applicability of design parameter.and prothe parameters shown and is per individual ► �/1/ r©� 2.2a4 compreaeien web bracing must ba installed where shown+. incorporation of component Is the responsibility of the botldPa aestener. A�t y. 5 V.j�'+. 3.Additional temporary breelrp to Inure etabtht4 dining canetrucaon Z.Design assume.me top end bottom drama m los rough bead al rT la me responsibility of the endure Additional permanent brodng of 2'o c.end at iP o.c.rsuns a.ly unitise braced throughout their length by � continuous( eheelhn,such as plywood required and/or drywal(BC). �,'}� t +�• DATE: 10/26/2015 the overall structure is the reeponabnry of the building designer. 3.2,Impact bilging or latent bowing required when show„++ 1�,,.. SEQ.: Ki4 8 7 3 91 4.No load Should be applied to any component until after al bracing and 4.Inslelallon of truss is the naponalMlty of the raspedNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID• LINK design loads be applied to any component snd.nfor dycondmon of use. s.CompuTrua has no control over and assumes no responsibility forme . .� ..arms.fel be.ring.t.A supports Mown.Shim or wedge If EXPIRES:: 12/3/12016 fabrication,handling,shipment and installation of components. 7.Design:sumes adaguote dren.ge Is provided. 8. October 27,2015 ma design Is furnished subject to the limitations set forth by 8.Plates shall be located an both las of truss,end placed en their center TP WWICA in SCSI.copies of which vIN be furnished upon request. Anes coincide with joint anter lines, Trus Software 7.6.7 iL E N.Sigh ndlata sire of plate in inches. MtTek USA,Inc./Com W ( )- is.For basic connector plate design values see ESR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-4=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-182) 120 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P5F BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 ?SF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 P5F 0'- 0.0" 0/ 249V -74/ 212H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -145/ 296V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.6" -125/ 198V 0/ OH 1.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.001" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX BC PANEL LL DEFL= 0.008" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL= -0.008" @ 1'- 0.1" Allowed = 0.072" (� � MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIE. TL DEFL = -0.002" @ 7'- 10.9" 12 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. �- o M-3x4 1-00 2-00 5-11-11 < P`l�R�rtFe (PROVIDE FULL BEARING;Jts:2,4,3 G1N C /f 1/41 4t' 89782PE <' JOB NAME : POLYGON 3410-D NH - SJ4 .. ,, �'� `.+r"` - - Scale: 0.4473 111, WARNINGS: GENERAL NOTES, unless othevdse noted. (,r OREGON 1.Builder end erectlecontractor ntractor should be advised of al General Notes 1.TN.design Is basad only upon the parameters sMvm and is for an Individual X- "V Truss: SJ4 and Warnings before construction commences. building component.applicability of design parameters end proper 8Q rkgr 2.204 compression web bracing must be Metalled where shown a, Incorporation of component hint roapontlbltiy Of the building desyner. 9Q (!n Y J 3.Additional temporary bracing to Incur.stability during construction 2.Design aswmsa the lop end bottom MOMS to be laterally braced et 7 ''�"ll � l Is the responsibility oldie erector.Additional permanent bracing of o.c.and et ttl o.c.reUch a.p y unless braced throughout Meir length by I[{,,, Y continuous Maatgng such a pyvrood gMathing(TO)aMror drywagBO). ` .�/I u � DATE: 10/26/2015 the averal structure is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown+v �'1 SEQ.: Ki4 8 7 3 9 2 4.No load should be applied to any component until ager all bracing end 4.Installation of trues lathe responsibility of the respectNs contractor. fastener.Sr.oompt.ta end at no time should any bads greater than 5.Design sesames trusses ere to be used M a noncorrosive environment, design bads be applied to any component, and are ler"dry condition"of use. EXPIRES; �r TRANS ID: LINK 6.Oatgn Noumea Mil beerng at al upporis shown.Shim or wedge It GI�I (Il Ea7, 12/31/ �1 5.CompuTus has no control over end assumes no responsibility forma necosxry. G t- Gal !J 5J fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 S.This design la tunneled subject to the limitations at forth by e.Plates shag be located on both faces of buss,and placed ea their center TPIMyfCA in BCS(,copies of which wet be furnished upon request. Inas coincide with Joint anter bin.. B.Digits indicate slot of plate In Nobe.. MITek USA,Inc./CompuTrue Software 7.6.7(1L)-E 10,For basic connector plate design values see 055.1311.ESR-1055(MITek) Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MEM Dimensions are in ft-in-sixteenths. 111106,. Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS �� c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0'/164 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ O o bracing should be considered. a_ 010_ ILII11.4E104, 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. rAlor O 4. Provide copies of this truss design to the building PI For 4 x 2 orientation,locate c2 s C.2 %6 designer,erection supervisor,property owner and plates 0-'hd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for Reports: use with fire retardant,preservative treated,or green lumber. ICC-ES Re The first dimension is the plate p 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. i by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/rew values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ..e.,,, 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® ( number where bearings occur. 17.Install and load verticallyunless indicated otherwise. 1+ l Min size shown is for crushing only. X140 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(front,back,words Plate Connected Wood Truss Construction, and pictures(before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient. ke BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice foI/ Handling, I\l1 ! ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013