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Plans (435) vikZot -1- 0°392_ mitI g °S sv.D ( rk 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��RED PROFe. ,5 ti‘AG INEF"9 /a 87022PE 9r y �Aj, OREGON q9 41/ r_R ‘...C)OS A. HER\fir EX' 1 06/30/ 'I October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355 UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:20 2015 Page 1 . ID:s3crybS_6sJgMSM2Sm Dy9giZ-Z8J1rY?d5vDVTbbKKMJBy122_DyC9jGwiZPT4JdoyPA2r O f 10-01 12--0 1 H 1 2-6-0 I 2-4-9 II 1-2-0 II 1-9-11 1 P-8-°I pI Scale=1:40.1 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8H > 1 13 14 I/ I24 23 22 21 2019 18 15 1.5x3 I I 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 3-6-12 8-8-5 p-3-51 I 19-6-6 I 22-11-8 I 3-6-12 1 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— (2:0-1-8,Edae1.13:0-1-8,Edoel 118:0-1-B,Edoel.119:0-1-8.Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 Uplift 15=-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=1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=1235/0 WEBS 2-24=-57/332,3-21=501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��.D P R OFFss �� NGINEF�4 /029 87022PE c Sy AOREG•N ti� O� T'� \ �OO13E kaA. 1-1 ES\4P 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 USE. " Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated u to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MWTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,051-89 and BCS-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 R45755190 PL15-355_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS_6sJgM SM2Sm_DyW9giZ-V RnGDOtdwrDiuUkRc?V7T3W V?I5ksHrtnZQigyPA2p r EL 0-M1i-2�1 Seale=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\15 166 1718 19 20 21 22 WNW /24 25 'e e- IN 39 38 37 36 35 34 33 32 31 30 29 26 27 26 3x4= 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 4x4= 3x6= 4x6= 3x4 =- 1.5x4 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 DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 1'7-0-21 I 23-9-0 16--2 7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edgel,129:0-1-8,Edge1,130:0-1-8,Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) 1/defl L/d 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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=866/0-44,39=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=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=931/0,22-28=0/841, 20.28=768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. G�vD PR R QF�`rcS' 3)Refer to girder(s)for truss to truss connections. � 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 ,, NGI Ns. /Q attached to walls at their outer ends or restrained by other means. �� 9 � j,i. j7022 r 7 4>, OREGO ep 4/ 9O AMBER \t �O Or, A. Heck EXPIRES:06/30/2017 4 October 27,2015 t WARNING-Veiny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual bung component,not » a truss system.Before use,the building designer must verify the appfcabtity of design parameters and properly incorporate thu design into the overall ��6 building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing BYBaT ek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly Criteria,956.89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755191 PL15-355 UPPER F03 Floor 5 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:242015 Page 1 ID:s3crybS_6sJgMSM2Sm Dy9giZ-RV2YhV2798jxyCd7Y01zCu8t3PPZCmR8K52XmZyPA2n 1 1-0-0 I o- 2 1 1-2-0 I it'-14� 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� Nem �6dr � /I e �� e 19 N e e e ee 29 28 27 26 25 24 e a 22 21 3x4= 4x5 = 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 11-8-10 }'00-77-0�0-7-0 I 6-119-0-8 I 11-8-10 Plate Offsets(X,Y)- 112:0-1-8,Edgel.(23:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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 Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1508/0,3-4=1508/0,4-5=-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. cs.I�S•' c,Na6,c 414 7" 87022PE 1' 7 u)c N Ny A,,, OREGON rye Q<c / 'Fc4j ,� �OO $ER1 SA HE��P EXPIRES:06/30/2017 October 27,2015 r I mit a WARNING-Verify design parameter: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 building.component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT@k} 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/TPI1 Quality Criteria,056-89 and BCSI building Component 7777Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiohts,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 MTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 I D:s3crybS_6sJq MS M2 Sm_Dy9giZ-RvZYhv2798jxyCd7Y01 zCu8xepXLCod8K52XmZyPA2n 0-10-0 I I 1-2-0 I CI-3-131 2-6o I 1 1-2-0 1 1 1-3-7 I Scale=1:19.8 1.5x3 II 3x4= 3x4 II 4x4= 1.5x3 II 3x4= 1.5x3 11 1 2 3 3x4= 4 5 6 7 8 3x4= 9 e �• e • e • e • e o e • o — —, / o N o- o e \o- a e e 17 16 15 13 12 11 10 1.5x3 11 1.5x3 II ////��\ 3x6 = 1.5x3 II 1.5x3 I I 3x4 = 4x6= 3x4 = I 33 000 1-0-0 8�5 1 9-3-5 1 9-10-5 I 11-4-12 1 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— f2:0-1-8,Edoel,13:0-1-8,Edge1,f7:0-1-8,Edael,18:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. .1 . PRO, Fss „N NGINE9 �O �, 2 87022PE 91- u' cv yw4)), OREG•N rim <UU 9O �18ER 1'' "" O' A. HE EXPIRES:06/30/2017 October 27,2015 d 0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2010 BEFORE USE. " Design valid for use only with Meek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity 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/1811 Quardy CriMria,DSB-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 R45755193 PL15355 UPPER F06 FLOOR 3 1 Job Reference(ootionall Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:25 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-v57wuF3mwRroZMCJ6kYC15h5hDgrxAglZIo4J?yPA2m of 10-0 11 1-2-0 ii 1-0-12 1 1 2-3-1 I I 2-G-0 ii 1-2-0 1 1 2-3-3 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 • e • e e - --- : I/ N \ p • • \ 19 O O i: 411fi. 1�� 18 17 16 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 I 6-6-5 19-3-5 ft-10-5I 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X.Y)— 12:0-1-8,Edge1,13:0-1-S,Edgel,14:0-3-0,Edael,16:0-1-8,Edge1,17:0-1-8,Edgel 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. (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=-805/0,6-7=-1681/0,7-8=-1777/0,8-9=-1777/0 BOT CHORD 15-16=-499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��Co x4G N - s/o2 `t- 87022PE 91' 7 N ,N N SAT GREG•N cy�Q� "A0 �M$ER \1 OSA HET" EXPIRES:06/30/2017 October 27,2015 e A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Mit, Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI 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 R45755194 PL15-355_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 I D:s3crybS_6sJgM SM2Sm__Dy9giZ-sU EgJx40S35 WpgMi E9bgq WmPvORaP7 Ka03H BNuyPA2k 1 1-0-0 1 5 1 1-2-0 I FI-7-141 Scale:3/8"=1' 4x4 = 3x4= 354= 3x4= 354= 3x4= 3x4= 354= 4x4= 1 2 * * H ° 7 1 11 12 13 14 15 16 17 18 19 eNe/ / � \a 25 24 23 22 21 3U 3x4 = 4x5 = 355= 3x5 = 355= 355= 3x4= 3x5= 455= 354= 12-6-14 I 11-4-14 11-11-11 I 10-8-12 I 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 1.12:0-1-8,Edael,[23:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ltd 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 IBC2012/TP12007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=2571/0,5-6=-2571/0,6-7=3284/0,7-8=3284/0, 8-9=-3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=3327/0, 13-14=-3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=282/0,13-23=406/0,2-30=1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=-265/0,12-25=-58/649,18-20=1107/0, 18-21=0/970,16-21=-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. ��REO PROs Lvo wc`� �NGINEF'7 /(-/ 87022PE / N ,:\'7 �"c>, OREGON ti)Ali IbOAMBER \s S A- HECk EXPIRES:06/30/2017 October 27,2015 a t ®WARNING-Verily 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 Mileks connectors.This design is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualify Criteria.DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355 UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Welt Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:s3crybS_6sJgM SM2Sm_Dy9giZ-sUEgJx40S35 WpgMi E9bgq Wm PwOXi P3ma03H BNuyPA2k I 2-3-0 I 2-3-0 ilii-5-9 1 1-2-0 ii 1-9-11 1 2-6-0 I 10-84 1 Scale=1:34.2 1.553 II 1.553 I I 3x4= 3x4= 1.5x3 I I 3x4 = 1.553 II 3x6= 3x4 II 3x8= 1.553 I I 1 2 34 5 6 7 8 9 10 11 e 1,41 e ha ! _ _ 2 9 cq I -olleeeII/ F.;_:'e 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(X,Y)— 14:0-1-8,Edgel,115:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) I/defl 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 Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 Uplift12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1736/0,3-4=1736/0,4-5=-1867/0,5-6=-1867/0,6-7=1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=851/0,4-17=-462/88 NOTES- . 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��ca� AGN q SAO 2 `kJ 870 2PE �9r-- N 7 fi-0, OREGON qo Q<UN 9O F41BER �' OS A A. HE EXPIRES:06/30/2017 October 27,2015 4 1 .r ®WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Nit Design valid for use only with MiTekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPi1 Quality Criteria,DSB-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 Heiuhts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 1D:s3crybS68JgMSM2Sm_Dy9giZotMRkd6G_gLE2zW4Lad8vxskzg6gtljtUNmlSmyPA2i 1-0-0 I �2 1 1-2-0 I r p-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4--.,-- 1 1 2 3 4 5 6 7 8 <>°<2 13 14 15 16 17 18 19 e e t. 3. 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5 = 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 I 11-7-10 112-2 b01 1 18-11-8 I 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)-. 112:0-1-8,Edgel,123:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/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 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=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1500/0,3-4=1500/0,4-5=2612/0,5-6=2612/0,6-7=-3346/0,7-8=3346/0, 8-9=-3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=-3396/0,14-15=2603/0,15-16=2603/0,16-17=1504/0,17-18=1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=1120/0,2-29=0/981,4-29=841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=827/0, 16-22=0/712,14-22=602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. o ��RED PR Op .Nc NGINEF, /O 2 87022PE 9r- S.7 �A), OREG•N cy)Q1U �O AMBER •1 Or, A. HE��P EXPIRES:06/30/2017 October 27,2015 e I 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 M7ekm connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,notMill a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek` 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 7777 Greenback Lane /Till Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755197 PL15-355 UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJq M SM2Sm_Dy9giZotM Rkd6G_g LE2zW4Lad8vxsrWglbt8otU Nm I SmyPA2i 3x4 = I 0-11-11 I I 1-2-0 I I 0-10-1 I 1 1.5x3 H 2 3 3x4= 4 1.5x3 II Scale=1:8.7 • j • • \\lb' 1.5x3 I I 1.5x3 II 108 7 6 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— 12:0-1-8,Edgel,f3:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. ED P R()Fee, i � F0,2v_ � 87022PE c yN N �'oj, OREGO ti�a40 'PO ��BER 11 r On A- HEr. EXPIRES:06/30/2017 October 27,2015 f r ®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,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and toss systems,see ANSI/TPI1 Quarrly Criteria,051-89 and ICSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. CBNs Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755198 PL15-355 UPPER Fl1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:30 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-G3wpxz6ul_U5g75HvH8NR9OIAERBcOe1iiWr CyPA2h 0-'1_1_0_1-0 i 1-2-0 i 11--012 1-0-0 i o�9 i 1-2-0 1 0-1f'-3H Scale=1:33.3 3x4= 3x4= 3x4 H 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 eN/N : e • e •/ \o/ \_ate ._N • / i18 3 31 30 29 28 27 26 25 24 23 22 21 3x4= 3x6= 4x5 = 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4 = I 1 1 -0 i1 8 a 1z-3 0 36-12 84-5 BB 3-5�-1 o-5 i 1968 1-1-0 0-7-0 0-7-0 1-3-12 5-1-9 b-7-0 0-7-0 9-8-3 Plate Offsets(XX)- 12:0-1-8,Edgel,13:0-1-8,Edgel,19:0-1-8,Edael,110:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code 1BC2012/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 Uplift32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.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 BOT CHORD 31-32=-45010,30-31=-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=331/0,2-32=0/665,3-29=-917/0,5-29=1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=-11/251,9-27=-1122/0,18-20=1819/0, 18-21=0/1654,17-21=839/0,16-21=-438/0,16-22=0/283,11-24=266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,gyp PR open be attached to walls at their outer ends or restrained by other means. SL 5)CAUTION,Do not erect truss backwards. \�� 0NGI NE4 W 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. ,C7. 2-y..,. The design/selection of such connection device(s)is the responsibility of others. ' 870 2 P E �, 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). / LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 . A Uniform Loads(plf) 7 A OREGON cls OWN ConcentratedLoads(b)1-19=80 ,FO�SMSf=R \\�P� Vert:17=791(F) A. HES EXPIRES:06/30/2017 October 27,2015 4 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the butding 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 Malek 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/rPII Qualify CrHeria,051-89 and SCSI Sodding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeiahIs,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755199 PL15-355_UPPER F12 FLOOR 1 1 • Job Reference(optional) PacificLumber&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_Dy9giZ-kFUB917WWHcylHgTT?fc Mx4VercLvTAxhFPVTyPA2g 0-'1_22_1-0 / 1-2-0 i 11-0.12 / / 2-6-0 I 2-4-9 // 1-2-0 // 1-9-7 i Scale=1:34.0 1.5x3 I 13x4 = 3x4 = 3x4 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e s e i`\ \ o No I/ [fil _ d .t e e .1 19 18 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-66-12 6-8-5 ��-5�-10-51 19-6-4 3-6x12 5-1-9 b-7-0 0-7-0 9-7-15 Plate Offsets(XX)— 12:0-1-8,Edge),13:0-1-8,Edael,114:0-1-8,Edael,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in pc) I/defl Ltd 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. (Ib)-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=1980/0,6-7=-1980/0,7-8-1980/0, 8-9=-2148/0,9-10=2148/0 BOT CHORD 18-19=-294/18,17-18=-294/18,16-17=-294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=-1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. „AD PROFt. 2 �� 87022PE 9r ro y cAT OREG N rye Q�� 9�, ccM$ER �1 OkJ A- HECk EXPIRES:06/30/2017 October 27,2015 ‘ 1 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 Wick®connectors.This design is based only upon parameters shown,and is for an individual building coponenf,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. ek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-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 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 I 1-2-0 I I 0-9-5 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 II II II Mill 11111M II 0 N c IIIM II II mr mu •-�1 FATI 1.5x3 I I 1.5x3 I I 8 " 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— f2:0-1-8,Edeel,13:0-1-8,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 Ina YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (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. <�,0 PR°rens C4„ca <1GI N4-, /„ (/ 2 ' 8 • 2 P E 4 c' CP f`^ 7 SAT OREGO rye <(/� '9O ('1118 ER 1,� �p �S A. i-lec EXPIRES:06/30/2017 t October 27,2015 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M/F747J rev.10/01/2015 BEFORE USE. Design valid for use only with MRek®connectors.This design is based only upon parameters shown,and is for an individual bung component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /g I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MEIDimensions are in ft-in-sixteenths. I� Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 146' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Mill " iiiiiiti,Nl _ bracing should be considered. 1� :Ur; 3. stackNeverexceedmaterialstheon designinadequatelyloadingbracedshown andtrusses.never U n_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O cr-s c•Mit cs-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 t exceed 19% moisture content of fabrication.lumber PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,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 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTeke All Rights Reserved approval of an engineer. lit MO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM~ ._. 18.Use of green or treated lumber may pose unacceptable a4 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: him ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. i1'eI( BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 11111 MiTek. MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487237 thru K1487248 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. otcO PR Oi 444 89782PE Fr' s9, OREGON �' ' 94 �'gis?Y j Z' h` 'A UL ----_ October 26 2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. 1 This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 14'— 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" S.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF W1nd: 140 mph, h=21ft, 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 PIF load duration factor=l.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-04-08 7-04-08 1 T 4 12 12 6.00 TIM-4x4 Q 6.00 3 Illi 4 m r o i M-3x4 M-3x4 l ), ly h 1-00 14-09 © t"KQFrs N. .,ANG IN X0 :9782PE-44 vt-- JOB NAME : POLYGON 3410-B - Al . .e,id Scale: 0.5195 .:.r Mem 1111, WARNINGS: GENERAL NOTES, ties otharwhe noted: CI /EGON 1.Bolder and erection connector should be advised of al General Notes 1.This design Is based only upon the parameters Mown and is for an individual 4 4 N►EG ON (� N. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper /, [TV v.vQ" 2.204 compression web bredng must be installed where shown+ Incorporation of component is the reeponalbBry of the building designer. .A- Vq p y ,�,6 V 'SC 3.Additional temporary bracing to insure elabrtify during construction 2 Design assumes the top and bottom chords to be laterally braced at 7 is the responsibility of the eredor.Additional permanent bracing of 2 ntinuaueaehe IMngrsucchh as*mod braced athing(TCthroughout and%or drywal BC)r P. DATE: 10/26/2015 the overt).structure lame responsibility of the building designer. 3.2f Impact bridging or lateral bredng required where shown 0 0 AUL. SEQ.: K 14 8 7 2 3 7 4.No load should be applied to any component until after al bredng and 4.InstallationInof trusssulsathhe spo sibil littye i the respectnoelva nneular.ant fasteners aro complete and et no time should any bads greeter than eetl aro es me trusses Sr.re use TRANS I D: LINK design bads be applied to any component. 8.Design as, full bearing at al supports shown.shim or wedge If 5.CompuTrus has no control over end names no responsibility for the roe Design e.. .EXPIRES:: 12/31/2016 fabricaton.henaung,sMpment and Installation or components. 7.Design assumes adequate drainage is provided. October 28,2015 8.Thle design is furnished cabled to the limitations set forth by 8.Plates shall be located on both faces or trues,and placed so their center TPVWTCA in BCSI,copies of mMch will be furnished upon request. lines coincide win Joint center lines. 9.Digits Indicate etas of plate in Inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E 1a.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1SBTR2-3=( 0) 50 6-4=(-30) 565 6-3=(0) 393 SPACED 24.0" O.C. 2-3=(-798) 139 6-4= WEBS: 2x9 KDDF STAND (-30) 565 3-5=(-740) 139 LONDIOP 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF i TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 739V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 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 lOPSF LIVE LOAD. TOP II,^ . 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r 9 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 = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0^ Allowed = 0.998" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.797" MAX HORIZ. LL DEFL = 0.006" @ 19'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-09-08 7-04-08 Design conforms to main windforce-resisting 12 12 6.00 I IM-4x4 system and components and cladding criteria. Q 6.00 4,0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,k..7„( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed fox wind loads rn the plane of the truss only. 1.1 ro O r'1 O 1 6 Z o o M-3x9 M-1,5x3 M-3x4 )' y J• 7-04-08 7-04-08 p , 1-00 , 14-09 )' y D PROp. 14 0 Ct.' 897821E cc-' JOB NAME : POLYGON 3410-B - A2 -,,,..'.' Scale: 0.3895 4111, WARNINGS: GENERAL NOTES, unless otherwise noted. (F) Truss: A21Budder and erection contractor Mould be advised of al General Notes 1.This design Is based only upon the parameters shown and h for an Individual -i' ORE GON o'' end VYarninga before oonelmdion commences. building componenl Applk°blsy of design parameters end proper 2.2s4 compression web bracing must be instelbd where show,5. Incorporation of component Is the responsibility of the building designer. ,�} 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7� 4�. ', _4/i la the responsibility of the erector.Additional permanent bracing of T o c and et 10 c.c.rsuch se pip unless braced throughout their length by V DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 2 Impacts ridging er such ea plywood re uir a where s and/or 5dwell(BC). J's,a�� ('�.` g3.Drs Impact of or lateral bred required where shown t a r-91 `F SEQ.: K 14 8 7 2 3 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is me responsibility of the respective contractor. fasteners are compete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. end are for'dry condition^of use. 5.CompuTms has no control over and assumes no responsibility br me 6.Design assumes full bearing at all suppons show,Shim or wedge II EXPIRES: ' E v; 12/31/2016 y. fabrication.handling,siipmenl and Installation of componenla recosse se Ste.` 6.This design is furnished subject b the lMdations set forth by 8.Design shall be snatedaon°both drainage oftrus,d°and planed se their center October 26,2015 TPIMTCA in SCSI.copies of which NA be furnished upon request. lines coincide eeh joint center linea MiTek USA,Inc./Com uTrus Software 1L 7.6.6 9.Digits Indicate size of plate In Inches. p ( ('E 78.For basic connector plate design values see ESR-1317,ESR-19118(Weld This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #166TR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF ff16BTR T2 SPACED 24.0" O.C. 2- 3=(-782) 310 6- 7=(-140) 605 BC: 2x4 KDDF #16BTR 3- 4=1 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 9- 5=(-329) 125 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA --- -------_______---_ LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 74V 0/ OH 98.50" 0.12 (CODE ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (won). 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= -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL= -0.076" @ 3'- 11.0" Allowed= 0.446" REFER TO COMPUTRUS STANDARD MAX HORR. LL DEFL = 0.007" @ 14'- 8.4" GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.4" SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 11-03 (All heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, fTruss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. 12 4 =M-4x4+ 12 6.00 z '7;16.00 M-4x6 Oen 411 T2 M M 5 O O jr t .r ow ~ 6 7 o M-3x4 M -1.5x3 M-3x4+ 0 1" M-3x4 4RWO PRQp� M-3x4+ C ), y y y ��, CaIN� S r 7-04-08 6-11 8-02-08 c.% .;HCl R (,* l 1' T f� 1-00y 22-06 1-00 • 89782PE 9r' _ `,- . • JOB NAME: POLYGON 3410-B - B1mow Scale: 0.2612 f... B�ry7 47 WARNINGS GENERAL NOTES, unless otherwise netetl: 'i��ff ORE Ny)� Q 1.Builder and eredion contractor should be edvleed of el General Notes 1.This design is based only upon the paremeters shown end la for en Individual V ty4 ,{ �' Truss: B1 and Warnings before construction commences. building component.Applkeblty of design parameters and proper !I Y 1 2.204 compression web brodng must be installed where shown+. incorporation of component Is the roeponsibplty or the binding designer. 3.Additions)temporary bredng to Mears stability during construction 2.Design assumes me lap end bottom chortle to be letero8y bated at " �y,f t +�. Is Me responsibility oftM erector.Additional etbreolga( Ton.end at ID o.c.respectively unless braced throughout mel(length by ��""'11411.. Wonpermanent continuous sheathing such as plywood sheathing(7C)end/or drywal(BC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bradng required where shown++ SEQ.: K 14 8 7 2 3 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .l/y/ .l Y�/� fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corroeive environment EXPIRES: 1 G/ I f.V 1 TRANS I D• LINK design bade be applied to any component. and are or"tlry full bearing g use. wedge 5.Comperes has no control over and assume.no responsibility(or the S.Oe sice Naesumas NI beads step supports stews.Shim or vest if October 26,2015 ry. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.Ode design is furnished cabled to the limitations set forth by B.Plate.shall be located on both faces of buss,and placed so their center 1P4WTCA In SCSI,copies of which will be famished upon request. Ines coincide 585 Joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ino./CornpuTrus Software 7,6.6)1L)-Z 10.Far bade connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 KDDF #16BTR Ti SPACED 24.0. O.C. 1- 3=1-1488) 562 9-10=(-560) 1245 3-10=(-404) 337 BC: 2x4 KDDF #16 BTA 2- 4=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x4 KDDF STAND LOADING 3- 4=1-1069) 431 11- 6=(-376) 1309 10- 5=1-462) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=(-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=1-1563) 484 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 -------------- LL= 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 143.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed= 1.079" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed= 1.439" SPECIFICATIONS. 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 = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 35-00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1' '1 load duration factor=1.6, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads T T 1 '( T 1' in the plane of the truss only. 12 =M-4x4+ 12 6.00 IP' 2 '7]E.00 M-4x6 M-3x4+ M-5x6(5) 3 . 0.25" m o n 0 1 8 M-3x4 u.25" 10 II „6 :(�, D rRO C M-3x4+ M-3x4 M-5x6(S) M-3x8 M-1.5x3 M-3x4 rj coy, /�{!� l 1 1. 1, )' \� ANG I N ESR r90, 17-04-12 5-04-04 5-04-04 5-10-12 4� ev i o0 34-0o ), ,1 89782PE �v-- • JOB NAME: POLYGON 3410-B - Cl '"`' - mar Scale: 0.1727 ..sem OREGON 1,' h WARNINGS: GENERAL NOTES, unless otherwise noted. 4 7/+._66,+1-lEGO'�141.5 '. t.Budder and erection condom. be weeded of all General Notes 1.Gee design Ip n eat only upon the parameter.shown and b far an mdivmual ��`l//.�� Y � Truss: C 1 and Wemmge bents construdmn commences, leaching componentoven Is Applicability of design g p.remefar.and proper 2.2a4 compression web bracing must be Installed where shown v. Incorporation or component Is the reepomlblllty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the t°1 and bottom chords 10 be laterally braced at /.� (�� Is the responsibility T o.c.and at 10'o.c.respectively unless braced throughout their length by /"' UL `i dy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TG)and/or arywall(BC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown r s SEQ.: Ni4 8 7 2 4 0 4.No load should be applied to any component until after ad bradng and 4.Installation of truss Is the responeibldty of the respective contractor. .d ry )r�('{ fasteners are complete and at no time should any mads greeter than S.Design assumes trusses are to be used in a non-corrosive environment EXPIRES: 1 2I4711'G V i TRANS I D: LINK design loads be appbd to any component. and are for"dry condition.of use. 5.CompuTrus has no control over end eaeumea no responsibility far the 8.Design assume fall beemng at all wppoRa shown.Shim or wedge if October 26,2015 fabrication,handing.shipment and installation of com necessary. ponente. 7.Design assumes adequate drainage le provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces Wens,and placed so their center TPI/WICA in KM,copies of which MA be furnished upon request. cine.coincide with joint center lines. 9.Digits Indicate eke of plata In inches. MITek USA,Inc./CornpuTrus Software 7.6.6(1L)-Z 1o.For basic connector plate design values sae ESR-1311,ESR-1988(MITGE This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PDF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 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" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -235/ 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= -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL= -0.232" @ 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 = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 4' 1' 4' Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p M-9x6 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 .hr( in the plane of the truss only. M-5x6(5) ! M-5x6(0) 0.25"e .2 w. 0`25" M-1.5x3lir M-1.5x3 3 rn o c. 4 1 ad A • I • 10.25" M-3x4 M-4x4 1 I•� .M-9x9 M-3x4 M-5x8(5) - cO P R O Fe 8-09-09 8-02-12 8-02-12 8-09-04 )• y ` GI49 0 N E 1-00 34-00 1-00 JOB NAME : POLYGON 3410-B - C2 Scale: 0.1727TV WARNINGS: GENERAL NOTES, unless otherwise noted 1.Budder and erection contractor ahold be advised of a8 General Notes 1.This design Is based onty upon the parameters shown and la for an Individual -tt,OREGONd�4 Q. Truss: C2 and Warnings before construction commences. budding component.Applicability of design parameters and proper K), 2.2a4 eompresakn web bradng must be InstWed where shown*. Incorporation of ompaneM is the ronpeneibdity of the budding designer. =$<) it `-.. s� �v '�'�. 3.Additional temporary bracing to insure stability during construction 2.U n.e.and at IC the top and bottom chords to be laterally brand at I �l Y :7 Is the responsibility of me erector.Additional permanent bracing of continuous sasheathingrespectively succh of eplywood sheetmg(ced TC)endlor drywall ughout their BC(. ' DATE: 10/26/2015 the overall structure Is the respondbety of the budding designer. 3.20 knead bridging or'eters'bracing required where shown•• by ir � '^�a" SEQ. : K1487241 4.No load Mould beappiedto any component until after adbracing and 5.4.Datadationofrntrusses si h6the eeepento btleattyalmsreIn a spe�Necontrevtar ve ant fasteners are complete and at no time should my bads greater menDesign gn.sssumes trusse pare"of use. TRANS I D: LINK design pada be applied to any component. 8.Design assumes fun bearing at ad supports shown.Shim or wedge if 5.CompuTrusha eegrolover and assum oresponsibilcomponents.iyforthe ne.aeary. {, EXPIRES: 12/31/2016 fabncation,handling.shipment and Installetlen of components. 7.Design assumes adequate drainage a provided, October 26,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shad be boated on both faces of truss,and placed so their canter TPWUFCA In BCSI,copies of which vin be furnished upon request. Anes oindde with joint center tins. 9.D4lta Indicate sire of plata in inches. Wel(USA,Inc./CorlpuTfUS SRfivare 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MOW) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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) 50 2-11=(-375) 2190 3-11=(-251) 174 16- 8=(-1198) 323 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-254) 1794 11- 4=( -15) 459 8-17=( -219) 1392 WEBS: 2x4 KDDF STAND 3- 4=(-2280) 989 12-13=( -11) 71 4-12=(-644) 234 LOADING 4- 5=(-1619) 490 13-15=( 0) 0 12- 5=( -79) 498 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14-16=(-402) 2488 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD= 42.0 PSF 7- 8=(-2836) 547 17- 9=(-825) 9279 13-14=( 0) 64 OVERHANGS; 12.0" 12.0" 8- 9=(-4858) 942 19- 6=(-315) 210 LL = 25 POE' Ground Snow (Pg) 9-10=( 0) 50 14- 7=(-679) 153 7-16=( 0) 347 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 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 = -0.184" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL - -0.003" @ 35'- 0.0" Allowed = 0.133" 6-00-05 5-05-13 5-07-09 4-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" T . 1` T f f 1 f MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 p IIM-6x6 ' 6.00 6.0" Design conforms to main windforce-resisting 5 ,f.,/ system and components and cladding criteria. M-5X6(S) r` Wind: 190 mph, h=23.4ft, TCD1=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" .M-1.5x3 load duration factor=1.6, 4M-5x6(0) Truss designed for wind loads ein the plane of the truss only. 0.25" M-1.5x3 • M-3x6 8 PI M-3x8 1411111111111L16 17 o oI o 11 z.. 13�1s i---- M-3x4 ��9 0c' of I -4x4 0.25" M-5x8 M-1.5x3 ,I M-5x8 01 M-5x6(S) o M-5x8 3.75 12,- 12 12 1 1 l l ). 1 1 l 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 2-05-08 1-00 21-10-08 l 9-08 2-05-0�oo tiEo PROfiF6' l • 1 22-10-08 i 00 11-01-08 y � Zyc IiVE�4) c.0,0 W 34-00 :97821-E �r JOB NAME : POLYGON 3410-B - C3 • • � Scale: 0.1602 • WARNINGS: GENERAL NOTES, unless otherwlsenoted: '7. ORE40 GON Truss C3 I.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an Individual N • and Warnings before construction commence•. Wading component.Applicability of design parameters and proper Q 2.a4 compression web bracing must be metalled where show„+. Incorporation of component ie the responsibilityortlw weans assigner. �/ r ,. 3.Additional temporary bracing to Insure stability during construction z.Desien assumes the top and bottom mores to w laterally costes at 'Q J _` ,� Is the responsibility of the erector.Additional permanent bradn8 o! 7 o.c.and at id o c respectively as dry unless bread throughout their length by V DATE: 10/26/2015 the overall structure is the responsibility of the building designer. shgor lteheapdng re uirsd Nitre and/or erywell(BC). A � (,�` g3 So Impact bridging or sterol bredng required where mown.. PAUL 1- SEQ.: K 14 8 7 2 4 2 4.No load mould be applied to any component until ager all bracing and 4.Installation of Mica is the responsibility or the respective anbactor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-conceive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. y(] �a 12/31/2016 !a q a J�/{ c 5.CompuTrus hes no control over and assumes no responsibaay for the 6.Design assumes MI bearing et all supports shown.Shim or wedge I! I. EXPIRES: a 2/3 i 1:2016. fabrication,handling,shipment and Installation oleomponente. 7.Design adequate drainage is provided. OCtO ben 26,2015 8.This design Is furnished subject to the limitations set forth by 5.plates shall be located on both faces of truss,and placed so their center TPIIWfCA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1L 7.6.6 I.Digits indicate sloe of plate In inches. p ( )-E 10.For basic connector plate design values see ESR.-1311.ESR-7886(Web) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 39'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 916BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), TOTAL LOAD = 92.0 PIF load duration factor=l.6, Unbalanced live loads have been Truss designedfor wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 17-00 17-00 T f f 11-04-10 5-07-06 5-07-06 11-04-10 '( T T T 12 HM-4x4 12 6.00 [7' 3 Q 6.00 N� M-3x5(S) M-3x5(S) rn 11111 M-3 x5(S) ¶1 x5(5) o M-3x4 M-3x4 • 17-00 17-00 to f -e 611,4 34-00 �� 1�-60 '� 1-00 :9 82PE JOB NAME : POLYGON 3410—B — C4 -4" Scale: 0.2977 WARNINGS: GENERAL NOTES, unless olherwbe noted' 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown end I.for an individual j�-OREGON © x}„ Truss: C4 and Warnings before construction commences. building component.Applicabllry or design parameters and proper I fr/ C), /yer 2.514 comprenbn web bracing must be installed where shown.. Incorporstlon of component Is bottom responsibility to arms balding designer. .r9 Al[] 1�J V 3.Adddbnal temporary bracing to Insure stablity during construction 2.Design assumes ms lop end bosom dorms •to be laterally braced sl +1 hout their length -r•ir 0,0 is me responslbHky of me erector.Additional permanent bracing of conlmuor easheathingrespectisuch as plywood sheamldng(TCthro)endryg B iot dweC). n+ DATE: 10/26/2015 the overall structure is the responsIMIty Mtn,building designer. 3.2.Impact bridging or lateral bradng required where shown.. A U - SEQ.: Ki4 8 7 2 4 3 4.No bad should be applied to any component anti after all bracing and 4.Installation staln ien of truss s min..responsibility beuletyye of no eethh.•swim rnn,enl, fasteners are complete and at no time should any beds greater man g end are for"dry condition"or use. TRANS I D: LINK design bade be applied to any component. 5.compuTrus has no control over and assumes no responsibility for tt B.Designryoumea full bearing at all supports shovel.Shim or wage it EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. Octo1=er 26,2015 8.Ws design Is furnished subbed to the limitations set forth by e.Plates shall be located on both faces of trues,and placed so their anter TPWyrCA In BCSI,copies of stench wit be furnished upon request. Anes coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E HT.For bade connector plate design values see ERR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 13,– 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #165TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #165TR SPACED 24.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. complete specifications. 6-09-04 6-09-04 f f T 12 6.00 p IIM-4x4 12 Q 6.00 3 2 4 olPW— a, l0 1 / ///////////////////////////////////////////////////////////////////////////////////////////////////// /// mol 0 M-3x4 M-3x4 l ,L I 6 1-00 13-06-08 Cl- /"� �� d R U��'6'h :9782PE mac' JOB NAME : POLYGON 3410—B — D1 • —.is,. Scale: 0.5385ANIF WARNINGS: GENERAL NOTES, unless otherwise noted 7 � Truss: D 1 I.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and le for an individual ham. and Warnings before construction commences. building component.Applicability of design parameters and proper ." Q 2 204 compression web bracing must be Installed where shown.. Incorporotbn of component is me responsibility of the building designer. .�y + 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 7/5) Ori Y J t Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end at 10'o.c.respectively unless braced throughout their length by (1 v DATE: 10/26/2015 the overall structure Is the re continuous sheathing ouchasptywoaduired where shownresponsibility of designer. bridging or required ..- .SEQSEQ.: .: Ni4 8 7 2 4 4 4.No bed should be applied to any component until after all bracing and 4.installation or truss Is the responsibility or the respective contactor. fasteners are complete and al no time should any loads greater than 5.Design assumes tmeees are to be used in a non-corrosive environment TRANS I D: LINK design bads be applied to any component. end ere for'dry condition"of use. 5.CompuTms hes no control over end essumes no responsibility for the 6 Design assumes lull bearing et all supporta shown.Shim Sr wedge If EXPIRES: 12/31/2016 febdcetbn handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. October 26,2015 6.This design is furnished subject to the limitations set forth by 8.Plates chap be boated on both faces of truss,and placed so their center TPNNTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1L 7.6.6 9.Digits indicate eke of plate m inches. p ( )-E 10.For basic connector plate design values see EBR-1311,ESR-1888(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1:116BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-6=(-27) 511 6-3=(0) 312 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x4 KDDF STAND 3-4=(-679) 129 LOADING 4-5=( 0) 50 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 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0.- 0.0" -87/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 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 '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 = 0.002" @ 14'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 14'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" @ 3'- 7.4" Allowed = 0.453" MAX TC PANEL TL DEFL = 0.105" @ 9'- 11.2" Allowed = 0.680" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.0" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 6-09-04 6-09-04 1' 1' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 I I M-4x4 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 'f-T load duration factor=l.6, \ Truss designed for wind loads in the plane of the truss only. 1.1 sin on 7,dgt1c 0 12► 6 of o M-3x4 M-1.5x3 M-3x4 0 1 l 1 6-09-04 6-09-04 y 1-00 y 13-06-08 y 1-00 y - G N S'/ :9782PE r JOB NAME : POLYGON 3410-B - D2 • ..ir'• Scale: 0.4010 ,.� WARNINGS: GENERAL NOTES, unless otherwlee noted. s GON N SW 1.BuNder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters sham and Is for en Individual 'V (�. Truss: D2 and Warnings before cera ucibn cemmences building component Applicability of design parameters and proper 4:,,, 41. �s 2 204 compression web bracing must be installed where shovel.. incorporation of component Is the responsibility of the building dastgner, ,Q fy`,:.: I� v `.,vn�'� 3 Additional temporary bredng to Insure stabSty during construction 2 Design assumes the lap and bottom chorus to be laterally braced al re 1 Y :,7 j(�a Is the ro tlNlny et the erector.Addennel permanent brad f 2'n.e.and at 10'tie o.e.souR a.sly unless braced throughout their length by Ai-tponng o comhuous sor such as plywood required ng(TC)endbr drywall(BC). P/1 p 1 l '�' '" DATE: 10/26/2015 the overal structure Is the responsibility of the building designer. 3.Is Impact bridging or lateral bradnp required Mere Mown.. �"'{U 1., SE/Q.: K 14 8 7 2 4 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, design baste be applied to any component. and are ler"dry condition"of use. TRANS I D: LINK 5.compuTrus hes no control over and assumes no responsibility for the 6.Design assumes kn bearing at.N supports shown.sir m or wedge if EXPIRES: 12/31/2016 necessary. 6� fabrication,handing.shipment and installation of components. 7.Design assumes Weddle drainage is provided. October 26,2015 8.TIN design Is furnished subject to the limlatbne set forth by 8.Plates shag be located on both facss of truss,and placed so their center TPWVICA in BCSI,copies of which MIN be furnished upon request. Ines coincide with ON center lines. 9.Digits indicate tide of plate in inches. MITek USA,Int./CompuTrur Software 7.6.6(1L}E 10.For basin connector plate design values see ESR-1311.ESR-1ia8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 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) 50 2-5=(-63) 89 3-5=(-229) 205 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-196) 119 3-9=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 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" -73/ 419V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -41/ 302V 0/ OH 5.50" 0.48 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 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 = -0.123" @ 3'- 9.5" Allowed = 0.422" MAX TC PANEL TL DEFL = -0.127" @ 3'- 9.5" Allowed = 0.633" 6-04-04 0-07-12` I , MAX HORIZ. LL DEFL = 0.001" @ 6'- 9.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 9.3" 6.00 IP' M-1.5x3 4 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria, I Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), el load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r I r 0 m o / ,#, I a o �� 5 �� M-3x4 M-1,5x3 l l l 6-04-04 0-07-12 l l y 1-00 7-00 ��R_o PR OF4t- N.c. <e, E ,0 4:t :978'2PE �z'" JOB NAME : POLYGON 3410-B - D3 ,,, e„,,. Scale: 0.5157 ,�� WARNINGS: GENERAL NOTES, unless otherwise noted OREGON /�, Truss: D 3 1.Bolder and erection contractor should be advised of a8 General Notes t.Thls deNgn h basad only upon the parameters shown and is for an individual 17 OREGON �" and Warnings before construction commences. bulking component.Applbabllgy of design parameters end proper 2 244 compreeabn web bracing must be Installed where shown+. incorporation of component b me rosponsiblmy of the building designer. � .l y_ .. �. 3.Additional temporary bracing to Insure stabllMy during construction 2 Design assumes the lop and bottom chords to be hteraly braced a1 Is me responsibility of the elector.Additional permanent bracing of 7 en.and at 10 en.respectively uNese braced throughout their length by { DATE: 10/26/2015 the overall structure Is the responsibility of the bulking designer. 2f imps us sheathing e,sueh as plywood required a where)and/or drywal(BC). /:',4 �V 4.No load should be applied to a 3.2s Impact bridging or lateral bradng required where shown {` SEQ.: K1487246 pP any component ural after al bracing and 4.Installation of truss Ie the rbily of the respective contractor. fasteners are complete and Niro time should any bads greater man 5.Design assumes trusses aroretosbebe used In a non-corrosive environment. TRANS I D: LINK deNgn loads be applied to any component. and are for"dry condition'Ouse 5.Campnlnm nes no control over and assumes no responsibility kr the a DesiEX mammary. ma s=omas lull bearing at all supporta anown.Shim or wedge if �'. � ' 12/31/2016/ �. fabrkatbn hantlting,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 S.This design Is furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIIWICA in SCSI,copies of which MN be fumlahed upon request, lines coincide with joint center lines. MITek USA,InniCompuTrus Software 7.6.7(1 L}E 9.Digits Indicate size of plate In Inches. 70.For basic connector plate design values see ESR-1311,ESR-19811(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IC OND. 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-reg fisting BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=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=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. 3-01-04 0-03-12 f T T 12 4.00 1:7- M-1.5x3 3 4 -.•' 0 I ,. O I ti MI o M-3x9 M-1.5 5x36 1 1 1 1-00 3-05 ROP 06. 1461 NE., -, c~ � � w2PQE+D $ JOB NAME : POLYGON 3410-B - E 1 ,.+ am -d Scale: 0.6603 WARNINGS: GENERAL NOTES, unless otherwise /, ss , ©['j{E!'rON��) 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameter.shown end Is for en Individual 77- OREGON'V (T, Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper �ar) i [j 2.254 compression web bracing must be installed where shown+ incorporation al component is the rosponsiblity of the building designer. T A[j> i/�'C 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be IehgaM braced at rl _ " Ie the responsibility temporary of the erector.sure sta al permanent brain f Y este end at ea cine respectively unless braced throughout their length by �l 9 o continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). �A, U L i70;4 ! DATE: 10/26/2015 the overall structure Is the responsibility of the bidding designer. 3.25 Impact bridging or lateral bracing required where shown«« SEQ.: K 14 8 7 2 4 7 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, end areTRANS I D• LINK design loads be applied to any component. for condition"ri et use. 5.GompuTrus hes no control over and assumes no responsibility for the 6.De simea nn bearing ansa supports shown.shim or wedge If EXPIRES: 12/31/2016 m.—r, fabrlcetkn,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 6.Thio design is furnished subject to the llmlegons set forth by 6.plates.hal be located an both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which cont be furnished upon request. lines coincide with joint center lines, 9.Dlgos Indicate sire of piste in Inches. MiTek USA,Int./CoiepuTrus Software 7.6.7(1L)-E 10.For basicaonnedor 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 3'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1%BTR 1-2=( 0) 36 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-99) 19 TC LATERAL SUPPORT <= 12"OC. DON. 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" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) ** For hanger specs. - See approved plans 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.00 D 'COND. 2: Design checked for net(-5 f " BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ps ) 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 LL DEFL = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.193" MAX HORIZ. LL DEFL = -0.000" @ 3'- 9.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, if (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 41 0 End vertical(s) are exposed to wind, ri Truss designed for wind loads 1in the plane of the truss only. 0 I Li') /i ti I _.=-=- en 0 1 F - - o X q++ -e Z M-3x4 J• y 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,4,3 I V :978 PE JOB NAME : POLYGON 3410-B - E2 ..air" Scale: 0.8868 WARNINGS, GENERAL NOTES, unless otherwise noted I/ / 'ry. Truss: E2 1.Builder and erecters contractor should be edvleed of all General Notes 1.This design is basad only upon the parameter,Mown and Is for an lneiWtlual 9 OREGON N. and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2a4 compression web bracing must be instated where shown-i:. Incorporation of component le the responsibility of the building deMgner. nit,. 3.Additional tempareU bracing to Insure stability during construction 2 Design sesames the top and bottom chortle to be eereily braced et /� Alp t� l� ..<4,3" is the responstbilty of We erector.Additional permanent bracing of T c c.manden W 10 o.c.respectively anises braced throughout their length by +I�'+ �'I ! � DATE: 10/26/2015 the overall structure is the responelbhtty of the building designer. J.continuous sict dging or lateral each as plywood required where shown and/or tlryweA(BC). tY �� Q� 4.No lead Mould be applied to any component until after ail bracing and 4.nate Ation off tailed Is theerrelsponsibility of the roapectNe contractor. f^, `` SEQ.: K1987248 fasteners are compete and at no time should any Rada greater than 5.and ere gammas trusses are tc be used Inc nontorrostve environment, TRANS ID: LINK eeWgnle.deneapplleetoany component. rycondman•ofusa. R Compacts has no control over and assumes no reepongbflty for the 6.and assumes MI bearing al ail supportsMown.shim or wedge If �/ p fabrication,handling,shipment end Retaliation of components. 7.Design g nemesaswmea adequate drainage is provided, EPIRES: 12/31/2016 8.This design a furnished subject to the limitations set forth by S.Plates shall be bested on both faces of truss,and placed so their center October 26,2015 TP)I TCA in SCSI,copies of which will be famished upon request. fine coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1 L}E 0.Digits indicate ase of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-1088(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Centerplate onjoint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury MIMEDimensions are in ft-in-sixteenths. inkApply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See SCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-1/16r 4 wide truss spacing,individual lateral braces themselves 4 C120- mabracing sho uire ud be onsidor le ternedative Tor I O 3. Never stackmaterials exceed toh en design loadinginadequatelybraced shown trusses. and never r � U �� reU O a_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate �7-8 C6-7 C5-6 O- designer,erection supervisor,property owner and plates 0 'si' 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. 0 p Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MTeke All Rights Reserved approval of an engineer. taill reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. MI 116.7=11M number where bearings occur. Min size shown is for crushing only. —~0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. industry Standards: 11111 ANSI/TPII: National DesignSpecification S ecification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. BSI: DesigndinStandard fornBracing. mirek. BCS-: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/7P11 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013