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Plans (67) , lit 5l,U1O - 227 mit 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. PROFFS<(-\31/4 ANG I NEER S!O 4k 87022PE c- u)N y �Aj, OREGON cy�01U 1C EMBER \1 r' OS A. He'c'k"Pr EX' ' :06/30/ 1 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_D_y9giZ-Z8J 1 rY?d5vDVTbKMJBy122_DyC9jGwiZPT4JdoyPA2r 110-0-II 1-2-0 111-0.12 I I 2-6-0 1 2-4-9 II 1-2-0 II 1-9-11 1 P-8-01 Scale=1:40.1 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 N _ v 4 e e15r, 24 23 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 I I 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5 p-3-51 19-6-8 I 22-11-8 I 3-6-12 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,YI— [2:0-1-8,Edge1,13:0-1-8,Edae1.118:0-1-8,Edoe1.[19:0-1-8,Edael LOADING(pst) 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 Incr 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. ���(C(} P R Q j ��c3On5 <c, ,9 /09 87022PE r N SASOREG•N rix IL ^PC �M OBEFt11 S A. Heck' EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I. Design valid for use only with MiTekm 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 Mi lT ek" 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/TPII Quality Criteria,DSB-8?and SCSI Building Component 7777 Greenback Lane Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755190 PL15-355 UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS_6sJgMSM22_S3m_DyW 9giZ-V RnGDOtdWTDiuUkRc?V7T3W V?I5ksHrtnZQigyPA2p 1�1 H �-1P Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4 = 3x4- 4x4- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 e , e 44. p 44 - 44. c 44 o 44 c - �, e e J, N � e• 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4 = 4x4= 3x6= 4x6= 3x4= 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 1 16-5-2 1 -0-21 I 23-9-0 16-5-2 0.7-0 6-1-14 0-7-0 Plate Offsets OM- 118:0-i-8,Edgel,129:0-1-8,Edoel.130:0-1-8.Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl 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 Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(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=0/1068,438=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=991/0,2426=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. <<, 4) P R 0FFiS' 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 Gj �NGI N4- /O attached to walls at their outer ends or restrained by other means. ,C? * 87022PE -7 SAT OREGO efo �v ✓,c�SER �4s OS A. HEC:c 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.10/0312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualty Criteria,056-89 and SCSI Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755191 PL15-355_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 I D:s3crybS_6sJgMSM2Sm_Dy9giZ-RvZYhv2798jxyCd7Y01 zCu8t3pPZCmR8K52XmZyPA2n 1a0 1 1 0-10-2 1 1 1-2-0 1 p-7-141 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 Ie a e b - a - e neo 29 28 27 26 25 24 23 22 21 3R 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 I 11-8-10 112-3-101 1 19-0-6 1 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,[23:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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/TPI2007 (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. (lb)-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. ��� EO P R oPFss 87022PE / tP ''Y N y � N Aj, OREGO et9 Oki "PO '713 '.,1.. OS A• HE ' EXPIRES:06/30/2017 October 27,2015 i I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 . Design valid for use only with Mitek©connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually Criteria,DSI-89 and BCSI Building Component Suite 109 Safely Informalion 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 MiTek Industries.Inc.Tue Oct 27 13:51:24 2015 Page 1 a ID:s3crybS_6sJgMSM2Sm_D_y9giZ-RvZYhv2798jxyCd7Y01zCu8xepXLCod8K52XmZyPA2n 1 0-10-0 I I 1-2-0 1 0,6_1-0 13-131 2-6-0 I 1 1-2-0 I I 1-37 I Scale=1:19.8 1.5x3 II 3x4= 3x4 114x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 7 8 3x4= 9 9 • • • • e /e • • e o N • i o N '-: ."-- \— 0 o o e o 17 16 15 •IIIK 13 12 11 10 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4 = I 3-0-0 I 8-8-5 1 9-3-s 1 9-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— (2:0-1-8,Edgel,f3:0-1-8,Edael,f7:0-1-8,Edoej.f8:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bradng. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Upliftt 7=72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=570/0,6-7=570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. -<<-" ° PR°FFss c�5 ��GINEER -2 2 �� 87022PE yr rxrtv y co_'oj, OREGON if?AU 9O FM$ER 1,� OS A- HE EXPIRES:06/30/2017 October 27,2015 $ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ITI Design valid for use only with Mick®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/TPil QuaHy Criteria,DSI-89 and SCSI Building Component Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755193 PL15-355 UPPER F06 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon " "--- .., - --- 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:25 2015 Page+. - - I D:s3crybS_6sJgM SM2 Sm_Dy9giZ-v57wuF3mwRroZMCJ6kYCI5h5hDgrxAgIZIo4J?yPA2m a� I 1 1-2-0 ii 1-0-12 1 1 2-3-1 I I 2-6-0 I I 1-2-0 I I 2-33 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 CO • • O. e o I/ w N e a e e • • II �" 18 17 • 1 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= 1 3-6-12 1 8-8-5 19-3-5 10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X.Y)— f2:0-1-8,Edoe1.13:0-1-8,Edael.14:0-3-0,Edael.16:0-1-8,Edael.17:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Ina 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 Uplift19=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. ca \AG NE�,4 ' '-'.4- #•-___ 4c 87022PE 1.-- y �A?, OREG•N qPO<U OSA. HO\ EXPIRES:06/30/2017 October 27,2015 i 1 a.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIl-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 huss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall s - _ building design.Bracing indicated is to prevent buckling of individual truss web and/or chord.members only.Additional temporary and permanent bracing Mitek* v• ,, 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,defrvery,erection and bracing of trusses and truss systems,see ANSI/1P11 Qualfy Criteria,DSI-69 and ICSI Building Component 7777109 Safely Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755194 PL15-355_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct27 13:51:27 2015 Page 1 I D:s3crybS_6 sJ q M S M2 Sm_D_y9g 1Z-sU Eg Jx40 S35 W pg M i E9bgq Wm Pv0R a P7 Ka 03 H B N uy PA2 k 11--8 1 P-6-611 1-2-0 1 p-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 <:2<;> 9 10 124151617S z,\ 2 •••••„ \44,2/ N 2..z N 2 4,,, e • A O 17, e- 30 29 28 27 26 25 24 23 22 21 C. 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4 = 12-6-14 I 11-4-14 1'�-11-1g 18-8-12 I 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel.123:0-1-8.Edciel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Ina YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:95 lb FT=0%F,0%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. <<NNG NEF�' cf87022PE vC / N ySAT OREGON ti,Q�N 'POn ccMBER �1 S A. HE�,�P EXPIRES:06/30/2017 October 27,2015 4 $ gar-$ le ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. r 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/M1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 1119 Safely Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355_UPPER FOB FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 g ID:s3crybS_6sJgMSM2Sm_Dy9giZ-sUEgJx40S35WpgMiE9bggWmPw0XiP3ma03HBNuyPA2k I 2-3-0 I 2-3-0 1�Sl I1-2-0 II 1-9-11 2-6-0 0-8-0 Scale=1:34.2 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 3x4 I I 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 i\\ 11 o / V/e e e as � 7 N N . NW 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,Edge1,115:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud 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 1BC2012/iP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (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. .<k. P R OFFss �c`� �NGINEFR /029 870 2PE / r 7 A), OREGON (ice '1./ 'PO 'M$ER \1 On BER A. HEP EXPIRES:06130/2017 October 27,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �, Design valid for use only with M7ekm connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling ofindividual truss web and/or chord members only.Additional temporary and permanent bracing - � @ "• ' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Herahts.CA 95810 Job Truss Truss Type Qty Ply POLYGON PL15-355_UPPER F09 Floor 2 1 R45755196 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3aybS6sJgMSM25m D,y9giZotMRkd6G�LE2zW4Lad8vxskzg6gtljtUNmlSmyPA2i i 1-ao i a9_zH 1 1-2-0 I p-7-14i Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 N1 /�������wr. ��Ia ® _ - D a ��1 1 � � \\\!� /` / / \ IN e e e 1^ 3, 29 28 27 26 25 24 23 22 21 IC. i 3x4 = 4x5 = 3x5 = 3x5= 3x5= 3x5= 354 = 3x5= 4x5= 3x4= I 11-7-10 12-9-10 1b-11-8 11,20--72.-..0190-7.0 i 11-7-10 i 6-1-14 Plate Offsets(X,Y)- (12:0-1-8.Edgel,123:0-1-8,Edae1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d 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!nor 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 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1500/0,34=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, 113-14=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. <('REo PRaFF6,s ��c ,414 GIN - 87022PE r" NcV -7 �'oj, OREG•N rto 14� 9c c� $ER \\ `a0 Os A. HE��P EXPIRES:06/30/2017 I mi October 27,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. r 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 indmateet.is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing T {�"» is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Sp+^ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPi1 QuaBly Crferia,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 27 13:51:29 2015 1 ID:s3crybS 6sJgMSM2Sm_D 1 2014 tMRkd6GyLF1:Tue OctOc 2713W1:29 2015 PagemyPA2i 354 = 0.10 1 1 0-11-11 I 1 1-2-0 1 1 4 1.5x31II 1 1.5x3 II 2 3 3x4= I( Scale=1:8.7 J • \ N 1.5x3 II 1.5x3 II 8 7 6 3x4 = 3x4= 3-5-12 I I 3-5.12 Plate Offsets(X,Y� 12:0-1-8,Edoel.13:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 5 n/a n/a Weight:18 lb FT=OAF,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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. _v pROFE• LS' �c . �co NGINER /0-9 cc 87022PE r / N - N - �A OREGO ti9 Qtid ��OnSMBER \v. A. HE EXPIRES:06/30/2017 October 27,2015 iii e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. " ., Design valid for use only with MfrekO connectors.This design is based only,upon parameters shown,and is for an incorporatendividlbhaco po the overall not a truss system.Before use,the building designer must verify the applicability of design parameters and properlydesign budding design:-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaint Crilerta,051-89 and ICS!Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrusa Heights.CA 95610 JobTruss Truss Type Qty Ply POLYGON PL15-355 UPPER F11 FLOOR GIRDER 1 1 R45755198 Pacific Lumber&Truss Co., Beaverton,Oregon -- Job Reference(ootionall `' 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:30 2015 Page 1 ID:s3crybS6sJciMSM2Sm_Dy9giZ-G3wpxz6ul_U5g75HvH8NR9OtAERBcOeli1Wr CyPA2h gI 1o,. 1 1-2-0 11 1-0-12 1 1 1-0-0 I (02.3H 11 z-0 I o-1 I Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 5x6 = 1 2 :: t0 4 5 6 7 8 10 11 12 13 14 15 16 _, Id dglikakIllep,..AaNIMMEolik .-- 25 24 23 22 21 3x4= 3x6= 4x5 = 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4 = 1 1-1-0 I1-B-012-3-01 3-6-121 is -10-s +-1-0 0-7-0 0-7-0 1-3-12 �y t I-0 0-7-0 I +986 1 Plate Offsets(X,Y)- 12:0-1-8,Edgel,[3:0-1-8,Edgel,[9:0-1-8,Edgel,[10:0-1-8,Edgels-e 3 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Ina NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(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=-450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=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 ��� ,� PR OFF. be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. Gj• NG I NEF 1S'j, 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. c. R * The design/selection of such connection device(s)is the responsibility of others. Cb/ 9 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 870 2I f LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 U� Uniform Loads(p8) >\ Vert:20-32=8,1-19=80 7 5. �4>, OREGON r10 4/ Concentrated Loads(lb) 1 ' Vert:17=-791(F) AP, sMBER .k Q �S A. HE'3 EXPIRES:06/30/2017 + October 27,2015 __ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and isfor an individual building component,not lil £ 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 M 7' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek` fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quaily Criteria,051-85 and BCSI Building Component Suite 109 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755199 PL15-355 UPPER F12 FLOOR 1 1 Job Reference(gptionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTekindustries,Inc.Tee Oct 27 13:51:31 2015 Page 1 ID:s3crybS63JgMSM2Sm_D29giZ-kFUB917WWHcyIHgTT?fc Mx4VercLvTAxhFPWfyPA2g 0r1�0i1 1-2-0 1 1 1-0-12 1 1 2-6-0 I 2-4-9 I I 1-2-0 I I 1-9-7 1 Scale=1:34.0 1.5x3 II 3x4= 3x4= 3x4 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 8 9 10 11 1- 2 3 4v 5 6 7 _ \ e a • ! e 10 o � 1N N 4 19 18 17 16 15 14 13 i 3x4=1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = 1 3-6-12 1 6-9-5 0-3-5 1-10-51 19.6 4 3-6-12 0-7-0 0-7-0 Plate Offsets(XX)— 12:0-1-8,Edae1,13:0-1-8,Edoel.114:0-1-B,EdOel 115:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Ina- YES WB 0.61 Horz(TL) 0.03 12 n/a n/a Weight:88 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=60/0-1-12,12=649/0-2-12 Max Uplift 19=166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=1980/0,6-7=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. ���ED P R Qp N �NGtNEF,9 /02 cc 87022PE 9r to y c%), OREG N ti�QMH OS A. HCc` EXPIRES:06/30/2017 October 27,2015 t r 1 ®WARNING-Ver fy 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 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 properly incorporate the 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' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,056-89 and BCS1 Building Component Suite109 Sate*Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SiHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-355_UPPER F13 FLOOR 1 1 R45755200 Pacific Lumber a Truss Co., Beaverton,Oregon _ Job Reference(optional) --'' - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:32 2015 Page 1 3x4 = ID:s3crybS6sJgMSM2Sm_Dy9giZ-CR2ZMe89GbkovRFfOiArXaUMt1KQ4VhKAL?y25yPA2f 0-11-11 1 1.5x31 II 2 1 I 1 z 3 1 I ae s I 3x4= 4 1.5x3 II Scale=1:8.7 IIIII RPM II= III ii 0 N r ■ MI(! 11 1.5x3 II 1.5x3 II 8 ppir 7 6 5 3x4= 3x4= I 3-5-0 I Plate Offsets(XY)— 12:0-1-8,Edael,f3:0-1-8,Edgel 3-5-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 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 3-5-0 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. �tiRc J PROPS. co ENGINEER s/° 44 2 ` - 8 9 2PE (9f , (<13y <% / +:v y "0j, OREGO 9,c:' iii 9P, s4,/ �\ N.1‘)O14 S, A. HE-C EXPIRES:06/30/2017 • it October 27,2015 __mll I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Weida/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 rnembers'ony:-Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MlTP+k.' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI 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 �► general Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 Center late On oint unless x,y 6 4-8 dimensions shown in ft-in-sixteenths p J I I (Drawi ngs not to scale) Damage or Personal Injury offsets are indicated. Dimensions are in ft-in-sixteenths. .. Apply plates to both Sides Of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS cr_z z3 2. Truss bracing must be designed by an engineer.For T , wide truss spacing,individual lateral braces themselves 0'/16 4 may require bracing,or alternative Tor I po bracing should be considered. O = O 3. Never exceed the design loading shown and never ■_ a �� U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building c7$ c6-7 CS-• designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0 ru from outside edge Of 1rUs5. 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 AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in THE LEFT. COnneCfOr plates. 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 S®Nware Or Upon regUESt. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESRI988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1 397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. �! textt ind by symbol shown of theand/hr truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at by uin Usehe bracing section of spacing indicated on design. output. T or I bracing Lumber design values are in accordance with ANSI/TPI 1 if indicated. g 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is instated,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. f ® I ( e � Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Rew all portns of de ( o , wdes Plate Connected Wood Truss Construction. isnot viesufficient.io DSB-89: Design Standard for Bracing. a20.Design assumes manufacture in accordance with ,; BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek� MiTek USA, Inc. 250 Klug Cirde 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. 4o PR Op G#NE ,9 /Q 89782PE "r& � OREGON4i� UY 1SQs k 'A U L S & Qs October 26,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 19'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 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 = 92.0 PSF load duration factor=1.6, 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 DON. M-1x2 or equal typical at stud Verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-09-08 7-04-08 1 T T 12 12 6.00 D IIM-9x9 4 6.00 3 I ITI I 2 4 f1 M C pli al �I O f� I O M-3x4 M-3x9 l y 1 1 1-00 14-09 -‹iEO P-nOpeScS' ,uc.,,N WEER fp9 c" :9782PE 1-- JOB JOB NAME : POLYGON 3410-B - Al " i►' Scale: 0.5145 , . AIVAIWARNINGS: GENERAL NOTES, unless otherwise noted. V ./C?:71:4.f 1.Builder end eredbn contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual A -'51' N RE GO N Truss: A 1 and Waminge before oonsirudbn commences. building component.Applicability of design parameters and proper "J ° . Et.C." ryP 2.2s4 compression web bracing must be Installed where shown+. mcoryorotbn of companent h the roepane@lity of the building tlaslgner. '1 C 4 y A iG V 3.Additional temporary bracing to insure stability during cunstrucibn 2 Design assumes ms lop and bottom drake to be throughoutaterally braced at 7• 'l J Is the ra sibN f me erector.Additional permanent bracing of Z continuous and ata.10'o.c.raaped.ly Maas braced their length by !/{r. sl°^ ay° continuous shealhmr such as plywood sheathing(TC)end/lir drywag(BC). P.A U t DATE: 10/26/2015 the overall structure Is the responsibility of the bolding designer. 3.20 Impact bridging or lateral bracing required where shown Co 4. SEQ.: K1987237 4.No load dnuld be applied to any component until.iron al bracing and 4.ln Installation is tth...pan.l iNy t.ern�ctlae contractor. environment festenera are complete and at no time should any bads greater man and be for"dry ha....'of to be used b. TRANS ID: LINK design bads be applied to any component. 8.Design assumes hill bearing at el support shown.Shim or wedge if 5.CompuTrus has no control over and assumes no roependbaay for the �ea,ry, EXPIRES: 12/31/2016 fabrication.handing,shipment and bateibtion of components. 7.Design assumes adequate drainage is prodded. October 26,201 5 8.This design is banished subject to the ImIationa set forth by B.Plates dal be located on both faces ohms.,and placed 00 their center TPbWrCA In SCSI,copies of which oil be furnished upon request. Inas coincide with joint center Ines. 9.Diggs indicate sin of plate in inches. MITek USA,Ills./CompuTrus Software 7.6.6(1L)-E 10.For basic tormentor plate design values see ES12-1311,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16.BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 393 BC: 2x4 KDDF 4168TR SPACED 29.0" O.C. 2-3=(-748) 139 6-4=(-30) 565 WEBS: 204 KDDF STAND 3-4=(-798) 139 LOADING 9-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PUP TOTAL LOAD = 92.0 POP 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/ 734V -73/ 730 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 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 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 = 0.498" MAX TC PANEL TL DEFL = 0.181" @ I0'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 19'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 12 Design conforms to main windforce-resisting 6.00 IRM-4x4 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 , ( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1,1 M M O 1 6 O 0 M-3x4 M-1.5x3 M-3x4 o l 1 l 7-04-08 7-04-08 y 1-00 y 14-09 y 1-00 y \����NG� `ssro 89782PE dr•'" JOB NAME : POLYGON 3410-B - A2 „_,,k.�: -.0. • Sale: 0.3895 NW WARNINGS: GENERAL NOTES, unlessathenWse noted: t. p /� Truss: A2 1.Builder and erection contrador should be advised oral General Notes 1.This design is tweed only upon the parameters Mown and Is for an individual '�' OREGON 4N Q and Warnings before oonstntcllon commences. building component.AppllcebIBy of design parameters and proper ,(///.� » A 0x4 compression esb bracing must be Installed where shown 0. incorporation of component Is the reeponeibilty of the building designer. .A� C/A y: < V � 3.Additional temporary bracing to Insure stability daring construction 2.Design assumes the top and bottom drams to be laterally braced at 77 ''77 J Is the responsibility of IM erector.Additional permanent basing of 7 o.c.and at 10 ex.x5009 55 lay unless braced ihroughGN their length by DATE: 10/26/2015 the overal structure is the r.Ad continuous sheathing latah as plywood sheath ages)and/or drywal(BC). ` '^U I ' - reepo ty of the balding designer. 3.Ix Impact bridging or lateral bracing required where Moven«« +"'1 L SEQ.: K 14 8 7 2 3 8 4.No load should be applied to any component ural after alt bracing and 4.instaietlon of hues is the reepenslblety of the respedNe contractor. fasteners are complete and at no time Mould any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition'of use. 5.CompuTrus hes no control over end assumes no responelbAAy for the S.DCcene necessary. full bearing at e%wppons show.Shim or wedge If EXPIRES: 12/31/2016 fsbrlutbn,handling,Mlpment end installation of components. 7.Designhaasumes ghal,cetedoanbethfacelspruss, n October 26,2015 B.This design is furnished subject to the limitations set forth by S.Plates Mail be!meted on both faces Maws,and placed so their comer TPIWICA In SCSI,copies of 011bh w111 be furnished upon request. Ines odndde with Iola center fines. uTrus Software 7.6.6 1L E 0.Digits Indicate size of plata b inches. MiTek USA,Inc./Com P ( )' 10.For basic connector plate design values see ESR-1311,ESR-1008(MITek) 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#1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-782) 310 6- 7=(-140) 605 BC: 2x4 KDDF #1&BTR 3- 4=( 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 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 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). 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 HORIZ. 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), T T f load Truss ddesigned uration f for owind 6loads 7-04-08 3-10-08 11-03 in the plane of the truss only. T 12 4 =M-4x4+ 12 6.00 Q 6.00 M-4x6 m 0-,0 0 c +.e IF ~ l O _ 6 �........iiiiii iii............. iii..i......i� 7 o M-3x4 M-1.5x3 M-3x4+ l M-3x4 r,,,�U PRpfie M-3x9+ C ) l 1 l t s 7-04-08 6-11 8-02-08 is �y- J9 �'0 J y l l 17 1-00 22-06 1-00 89782PE r'- • JOB NAME: POLYGON 3410-B - B1OW Scale: 0.2612 ,.y� �/,J N. WARNINGS: GENERAL NOTES, close oMerodse noted: / -v OREGON" N(yyN. I.Builder end erection comredor*head he advised of all General Notes I.This design Is based only upon the parameters shown and Is for an individual Ir" (y" �.. V+ V y� Truss: B1 end Warnings before cenebsaron commences. balding component.Applicability of deep"parameters and proper 7 1 ri J 2.b4 compression web bracing must be installed Mare shown o. incorporation of component b the responsibility of the building designer. fir ca.0 J� t L. 3.Additional temporary bracing to re stability during construction 2 Design steams*Me top and bottom chorda to he latereny braced at Moire by "'A U ' ie the responsibility of M.erector.Additional permanent bracing of c ntinuowe�athing such as pfd sheathing(Tess braced C)throughout dryw al BC). DATE: 10/26/2015 the overall.nada"ie M.responsibility of the balding designer. 3.continuous Impact bridging or lateral bracing required where shown e. SEQ.: K1487239 4.No load should be applied to any compenntuntlafter all bracing and 4.walat.nwm•i Is �b.biceliy�efthrespective esp cttiivecoontract contractor. feranreare cemdeteand atnoyeashould any wadsgmal.rmen g �, EXPIRES: 12/31/2016 design wads be applied to any component. and are for"ON condition"of use, TRANS ID: LINK 6.ComlwTmsha.nowmrolover and assumes noresponlbilityfor the 6.Desipnaseumea Wibeedngelepsupponsahovm,Shlmorwedgeil October 26,2015 necessary. fabrication,handling.shipment and Instalatwn of components. 7.Design imams,hadequate drainageeIs provided. 6.This design h furnished stayed to the limitations lit forth by B.Plates shall he bated on both Nees of true,And placed so their center TP WVTCA M SCSI,copies of which will be Burnished upon request. Ines coincide with joint center linea 9.Digits Mdwale sae of plate in Inches. MiTek USA Inc.ICompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-t31 I,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 #1&BTR; LOAD DURATION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 ROOF #1&BTR T1 SPACED 24.0" O.C. 1- 3=(-1488) 562 9-10= 1245 404) 337 BC: 2x9 KDDF #1&BTR (-560) 3-10=(- WEBS: 2x4 KDDF STAND 2- 4=( O) 0 10-11=(-378) 1306 4-10=(-175) 550 LOADING 3- 9=(-1069) 431 11- 6=(-376) 1309 10- 5=(-962) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 989 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 7=( 0) 50 --- ------------ LL = 25 POP Ground Snow (Pg) NOTE: 2X9 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 ISC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 193.50" 0.97 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 193.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 39'- 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). 'COND. 2: Design checked for net(-5 psf) uplift at 29 "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: 190 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f load duration factor=1.6, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads 1' 'r 1 T T 4 in the plane of the truss only. i2 =M-4x4+ 12 6.00 2 Q 6.00 M-4x6 M-3x4+ 4 M-5x6(5) 3 �4 0.25" tw) O ,(y- 4ro h t1 PROF 0 9 M-3x9 �.25" M-3x8 M-111 5x3 M-3x9 6 ofCV A-R1,/�Ls M-3x4+ M-3x4 M-5x6(S) o �` �.(1 )' y y ,• y .,�a "04 -i.5) V,�0 J• y 17-04-12 5-04-04 5-04-04 5-10-12 y ',(i 89782 ry Opry ..� 1-00 34-00 1-00 077VG�� JOB NAME: POLYGON 3410-B - Cl ` " • Scale: 0.1727 -sr }1//''�� OW WARNINGS, GENERAL NOTES, unless otherwise noted: 7' OREGO ^�' �r Truss: C 11Budder and erection contractor en commences, be atl hetl of ell General Notes This deign is neral.only upon the parameters shown and is ler an Individual e � �' and Warnings before construction commences, building component.Applicability of design parameters end proper �I 2.2s4 compression web bradrg must be Installed where shown*. incorporation of component is the rosponstbtlty of the budding designer. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the lop end bottom chords to be laterally braced at 0 DATE: 10/26/2015 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch 2'o.c.and at 10 o.creaee ey unless braced throughout melt length by the overall structure Is the reeponslbNlty of the building designer. 3. sheathing(TC)and/or drywal(ec). 3.2s impact bddgMg or lateral bredrg required where shown SEQ.: Ki4 8 7 2 4 0 4.No load should be applied to any component until aner all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in.nencorrosce environment, EXPIRES:�+ p!'A/q.A /�{c TRANS ID: LINK design hada be applied to any component. end are for"dry condition"of use. Y\A IPt a7: IG/t7 /2016 5,CompuTrus has no control over and assumes no responsibility ler the A.Desitin assumes MI bearing et ail supports shown.Shim or wedge if October 26,2015 fabrication,handling,shipment and Inetalason of components. necessary. 8.Tlih design is furnished subject to the IlmAetbneset forth by 7.Design assumes adequate drainage Is provided. A.plates Mad be located on both faces of truss,and placed so their center TPVWrCA inSCSI.copies of which nil be furnished upon request. Anes coincide whoa Joint center lines. MlTek USA,Inc.lCompuTrus Software 7.6.6(1L)-Z 9.Digits indicate size of pate In inches. 70.For basic connector plate design values sae ESR-7311,ESR-1966(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 #168TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 BE: 2x4 KDDF STANDR 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 WEBS: 2x4 KDDF STAND 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 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 8- 9=( 0) 50 OVERHANGS: 12.0" 12.0" 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) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 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 T 1 T 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. f f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p M-4x6 ' 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 45f in the plane of the truss only. M-5x6(5) ` M-5x6(5) 0.25" `.0.25" *I '-\lk 4 M-1.5x3 11/ M-1.5x3 3 m ,,1N. 0 o w 1 10 11 T 12 8 0 %"�p I :114-4x4 M-3x4 0.25" M-3x4 -M-4x4 1 f f1 0 M-5x8(S) r ` R e y 8-09-04 y 8-02-12 y 8-02-12 y 8-09-04 y rS� �NGlNE=R 0>�,+ 1-00 34-00 1-00 .- :9l82PE r • JOB NAME : POLYGON 3410-B - C2 Sale: D.1727 �°"� � • ir WARNINGS: GENERAL NOTES, u4easethendsenoted jL,OREGON '���,,,. 1.Bolder and erection contredor should be advised of a%General Notes 1.This design Is based only upon the parameters shown and Is for an individual �� Truss: C 2 and Warnings before constnwllon commences. building component Applicability of design parameters and proper �4 Y 1 _ �., 2.2a4 compression web bradng must be Installed where shown e. Design assumes of component Is the m chords to of the building designer. t/� 3.Additional temporary bracing to Insure etablfty during construction 2.Design assumes the top and bottom chords to be laterally braced at V is the respansldlity of the erector.Additional permanent bracing of 2 o.c and at 10 o.c.respectively unless braced Ihroug rid/Ihsir langlh by +� Ry A• a continuous sheeMing such es plywood Meathing(TC)and/or dryws%(BC). P U L. `- DATE: 10/26/2015 the everel structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown 0 0 SE K 14 8 7 2 4 1 4.No load shodd be addled to any component anti after al bracing and 4.Installation of Was N the responsibility of the respective contractor. Q• fasteners are compete and at no time Mould any bads greater then 5.Design assumes trusses are to be used M e noncorrosive environment design loads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 8.Design aesamesMI bearing atelsupports shown.Shim orwedge If EXPIRES: 12/3112016. 5.Comm/True has no control over and assumes no responsibility for the necessary. fabdcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.TMs design is furnished subject to the limitations sat forth by 8.Plates shall be located on both feces alms,end placed so their center TPLWFCA In SCSI,copies of which wG be furnished upon request. 9.Mee Diges coincide with joint ioplate center Bines. MiTek USA,Ina./CamplTfU6 Software 7,6.6(1L).E 10.For basic connector plate design values see EBR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2k4 KDDF #1&BTR1- 3=1 0) 50 2-11=1-375) 1790 1-11=(-215) 459 16- 7=(-1219) 323 SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-259) 1799 11- 9=( -15) 459 8-17=1 -219) 1392 WEBS: 2x9 KDDF STAND 3- 4=(-2280) 989 12-13=1 -11) 71 9-12=(-699) 234 LOADING 4- 5=1-1619) 440 13-15=1 0) 0 12- 5=1 -79) 998 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2217) 609 14-16=1-902) 2488 12-14=1-142) 1294 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 547 17- 9=1-825) 4279 13-14=1 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=1-4858) 942 19- 6=1-315) 210 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 19- 7=(-679) 153 7-16=1 0) 347 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) 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" 2.97 KDDF ( 625) 34'- 0.0" -235/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.184" @ 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" 1' 1' . f . 'l' j' .f MAX HORIZ. TL DEFL = 0.179" @ 33'- 6.5" 12 12 6.00 p I IM-6X6 '` I 6.00 6.0" Design conforms to main windforce-resisting 5 .f-,( system and components and cladding criteria. M-5x6(5) :;! Wind: 190 mph, h=23.4ft, TCDL=9,2,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, 4 M-5x6(5) Truss designed for wind loads et in the plane of the truss only. 0.25" M-1.5x3 e4 m \ ^-3x6 B m M-3x8 c ... -yam -,(o o Li 12 13 15 o M 13x4 1 ��.9 0 -yo 1 I -4x4 0.25" M-5x8 M-1.5x3 ,I M-5x8 i 0 M-5x6(5) o M-5x8 3.75 12 l l l 1 . l y y y y 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 2-05-08y y 1-00 21-10-08 9-08 2=05-oa-oo „fid PROFF 22-10-08 1 00 11-01-08 l r\ '' ,N��N E` `gyp 34-00 :9782PE 9S'" JOB NAME : POLYGON 3410-B - C3 r,..��"� . Scale: 0.1602 lir WARNINGS: GENERAL NOTES, unless otherwise noted: /.,, Truss: C 3 1.Builder and erection contractor should be advised Rail General Notes I.This design Is based only upon the parameters shown and h Br an individual (�EG t(l I hT�<J and Warnings before construction commences. building component.Applicability of design parameters and proper • f7 l�V I Ver 2.254 compression web bradng must be Installed where shown 0, Incorporation of component Is the responsibility of the building designer. ,..�) 3.Addbbnal temporary bracing to Insure'UMW during conetruclbn 2.Design assumes the top ask bottom chorda to be nsaNhy braced al ],(+l ��.lI Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'ee 5.0.such as respectively unless braved throughout their length by F DATE: 10/26/2015 the overall Riveters is the re continuous eheathbg such as plywood sheathing(7C)ander drywall(BC). PA U \ responsibility of the balding designer. 3.24 Impact bridging or prowl bracing required where shown.. SEQ.: K 14 8 7 2 4 2 4.No load should be applied to any component until after el bracing and 4.installation of truss is the respondalry of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes hisses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are for'dry condition.or use. 5.CompuTrus Me no control over and assumes no responsibility for the 6.Design assumes NII bearing at ail supports shown.Shim or hedge If EXPIRES: 12/31/2016 fabrlwten,handling,shipment end Installation of components. necessary. 7.Desigd. B.This design is furnished subject to the limitations set forth by a.platesnshall beoadassumes shoone both facesdrainagelo truss, and placed so their center October 26,2015 TPIWICA In 5151,copies of which will be furnished upon request. Ines coincide',Nth joint center linea. 1L MITek USA,Inc./Com Trus Software 7.6.6 E 9.Digits indicate see of plate In Inches. ( )- W.For basic connector plate design values see ESR-7311,ESR-1O9.9(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 39'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 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=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads Unbalanced live loads have been considered for this design. LL = 25 PSF Ground Snow (Pg) r n the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1X2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 17-00 17-00 I I I 11-04-10 5-07-06 5-07-06 11-04-10 4 '1 12 HM-4x4 12 3 Q 6.00 6.00 M-3x5(S) M-3x5(5) 0 4A M 040404 M o O d iM-3x5(S) c, M-3x4 M-3x4 r 17-00 17-00 \ e �� �t�4��I� y y 34-00Ci � AO, Q 1-00 �� :9782PE JOB NAME : POLYGON 3410-B - C4 ..11, -411.11"Scale: 0.2477 / INN WARNINGS: GENERAL NOTES, unless otherwise noted: Co E]/ (� �I �4 1.Builder and erection wntrador should be advised of el General Notes I,This design is bawd only upon the parameters Mex,and Is for an Individual (J 7A.OREGON• r Truss: C4 and Warnings before conaruclbn commences. building componentApplicability of design parameters and proper I1/f�y y-�.+ l • g.7x4 compression web bracing mold be installed where Morn�. incorperagon or component Is the responsibility of the bldg designer. 7� v"'Ply 4 3.Additional temporary bracing to Insure stedlly during construction 2.Design assumes the lop and bottom chorda to be laterally braced et 1 _t k the ro sibgly of gra erector.Additional permanent bred f 2'n.c.end at ee o c raepedvey unless braced throughout their length byV sport ng o continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). P I f L 1-k � DATE: 10/26/2015 the we'd structure la the responsibility or the building designer. 3.Dr Impact bridging or lateral bracing required where shown c r. v 4.No load should be applied to any component until after el bradng and 4.Installationortruss is the responsibility of the respective contractor. SEQ.: K 14 8 7 2 4 3fasteners are complete and at no time ehoeld any leads greeter man 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design roads be appled to any component. cedassu ere for esfully lron^orate. �/E� 5.CampuTrus has no control over and eesumss no responsibility for the 6.Design0me,lull bearing al ag support.aMOr,Shim or wedge If { EXPIRES: 12/31/2016 febrketbn.handing.shipment end motel ctisn of components. 7.Design assumes adequate drainage i,provided. October 26,2015 8.This design Is Notched subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed no their center TPW'MCA in BCSI,copies of which oil be furnished upon request. In..ogincide indicate with e irof pleb ijoint n tines. g MTek USA,Ino./CornpuTruS Software 7.6.6(1L)-E 10.For basic connector plate design values we ESR-1311.ESR-7938(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) spacing. '` uplift at 24 "oc TC: 2x9 KDDF g1fiBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1SBIR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (AIS Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-09-04 6-09-04 12 T 6.00 IIM-4x9 12 d 6.00 3 2 M 9 ro O YP O C , 1 / /pifr- //////////////////////////////t/////////l////l////////!/////l/////////////////////////////////////// /// 0 0 M-3x4 M-3x4 yl 00 y 13-06-08 y y •<<- 0 N R orae, c....,,,,, ..., R /0„, :9782PE -7<` JOB NAME : POLYGON 3410—B — D1 • Scale: 0.5385 WARNINGS, GENERAL NOTES, unless otherwise noted /'+ / Truss: D 1 I.Bald.,and erection con naor Mount be advised Mall General Nates 1.This design Is based only upon the parameters shown and Is for an Individual S' EGON e N. and Wamings before conMuainn commences. building component.Applicability of design perametem and proper -f/ 2.2s4 compression web bracing must be Installed where shown.. incorporation of component Is the rosponsibAMy of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes Ms top end bottom chords to be laterally braced at 17, ' V A5 _t., M the responsibility of the erector.Additional permanent bhang of 2'o.c.and et rd o.c respectively unless braced throughout their length by /,,.. 1 f Y,/ DATE:. 10/26/2015 the ovenAstmaureIsthe re wminuouaangingorWenaaptyweadaneewhereshownrdrywan(Bc). 'F. j �� � responsibility of until after designer. 3.2s Impact bridging or tetenl bracing therequired where Mown.. SEQ.: K 14 8 7 2 4 4 4.No load Mould be applied to any component until after aA bracing and 4.Installation of tops Is Me rospnnsibiary of respective contractor. fasteners are complete and at no time ahoukl any loads greater than 5.Design assumes truessa an to be used In.noncorr civ,environment, TRANS ID: LINK design pada be applied to any component. end are for"dry condition”of use. 5.CompuTnn Ms no control over and assumes no responsibility for Ma 8.Design assumes Su bearing al an supports shown.Shim or wbdge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. T Den assumes ade6.Ibis design is furnished subject to the limitationsset forth by S.Plaes shall be locateduon�both facesdrainageiol rusproWa,ed.and placed so their center October 26,2015 TPINWICA In BCSI,copies of which vin be furnished upon request. linea coincide with Joint center lines. MRek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 4.Digits Indicate sine of plate in inches. r0,For beam connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER .SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-6=1-27) 511 6-3=(0) 312 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x4 KDDF STAND 3-9=(-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 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIP 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 lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 19'- 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' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. I I M-4x4 4 6.00 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ¢-,( load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r r+1o = rn� _ o 0 � 1 2 - 6 I o C3 M-3x9 M-1.5x3 M-3x9 ), y 1 6-09-04 6-09-04 1 l 13-06-08 y 1-00 1 , i., PRQf fist 1-00 �N �ty�a1lVE�r/9 /0Loti �, :9782PE i JOB NAME : POLYGON 3410-B - D2 • Scale: 0.9010 'r 'r /e5:° 1.Milder O.ml.Ld.lin sb, uMeupon the par mete 7 9�G ae EGONr,a" 7.Bolder ant erection contractor should be advised of al General Notes 1.This design Is based only upon me parameters shown and Is for an individual 7 V'V Truss: D2 and warnings beton construction commences. building component.Appmabllty of design parameters and proper 2.234 compression web bredng must be Installed where shown Incerporolbn of component Is the rosponslbNlty of the building designer. 9 q R Y AS 3.Additional temporary bracing to insure ehbleR during construction 2.Design end.t 1 s the top end bottom chords to be blerally braced al _4�j, is the reepandblllty of the erector.Addllonal permanent bracing of 2'os. et.a hio.n.respectively as ply wood s braced(TC).n l melt length).by �.a (j�l continuous sheathing such ti plywood sheathing(TC)raced throughout bout t tlrylength). f"'A ``� DATE: 10/26/2015 the overall structure is the respnndbllty of the bolding designer. 3.23 lmpect bridging or btenl bracing required where shown. 4.No bad should be applied to any component until alter al bracing end 4.Installation of truss Is the respondbilty of the respective contractor. SEQ.: K 14 8 7 2 4 5 fasteners ere complete end et no time should any bads greater man 5.Design assumes misses are to be used Ina non-conosive environment, asters bads be applied to any component, end motor"dry condition of use. TRANS ID: LINK 5.Compurmshasnocontroloverendassumesnoresponsibilirybrthe B.°��;resume.Buba.659et all supports EXPIRES: 12/31/2016 febdeetlan,handling.shipment and installation of components. 7.Design ssumes adequate drainage N provided. October 26,2015 6.This design Is furnished subject to the limitation.set forth by 8.Plates shall be bated on both leas of truss,end placed so their center TPVWTCA In SCSI,copies of which MAI be furnished upon request. Ines coindde with Joint center lines. 9.Digits Indbete Bice of piste In Inches. MITek USA,Int./Compwlrn.Software 7.6.6(1L)-E to.For basic connector plate design values see E5R-1311,ESR-1988(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 #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 84 3-5=(-229) 205 BC: 2x4 HOOF 81SBTR SPACED 29.0" O.C. 2-3=(-146) 119 WEBS: 2x4 KDDF STAND 3-9=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 419V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -91/ 302V 0/ OH 5.50" 0.98 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.123" @ 3'- 4.5" Allowed = 0.422" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" 6-04-04 0-07-12 i ,' ' MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 12 6.00 M-1.5x3 4 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. s Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), no load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. • o I r 0 o = C I �� 5 ►� 0 M-3x4 M-1.5x3 l l l 6-04-04 0-07-12 l l ) 1-00 7-00 GI-60 PR <0 NG 4-`,s>0 <u� ,c` :9782PE JOB NAME : POLYGON 3410-B - D3 ,.. -.0' Scale: 0.5157 WARNINGS: GENERAL NOTES, unless otherwise noted �/ C.e / Truss: D 3 1.balder and erection centrador should be advised of all General Notes 1.This design Is based onS upon the parameters shown and Is for an Individual 9 OREGON Y r-��'_ and Warnings before construction commences building component.Applicability of design parameters and proper "(.► f/ ('��J Q" 2.2x4 compression web bracing must be!Waled where shown v. Incerp°rsibn of component is the roepeirelbNlty of the building designer. .1' GA ty` A' i'" 3.Additional temporary bracing to Insure stability during condi-action 2.Uesipn end al tO a n.top end bottom choles to be throulaterallghout braced at 77 ''ll�T Y J Is the rosponsiNlity of the erector.Additional permanent biasing of continuoue 7 o.c. at ea o.o.respe.tvely unless braced throughout their length by DATE: 10/26/2015 the°versa structure Is the responsibility of the balding designer. 3.In loped bridging)or lateralr ateh as reding requiredng d a where shown•• tlrywaR(BC). A t ''` 4.No load should be applied to any component until after all bradng end 4.Installation Mims is the responsibility of the respective contractor. 1_ SEQ.: K 14 8 7 2 4 6 fedeners ere complete and at no time should any wads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design wads be applied to any component. end ere for"dry condition"of use. {� p �s )/] ]/� w B.CompuTrus hes no control over and assumes no responsibilly for the 0.Design assumes full bearing at.l supports shown.shim°r wedge B EXPIRES:ES: 1 2/`71/201 6 fabrication,handling,shipment and installetion of components. ry 7.DPlates shall bees adequate drainage).provided. Glibber 26,201 5 8.This design b furnished subject w the IlmRetbns set forth by 8.Pletes shag be waled on born faces of Was,and placed so their center TPW,ICA In SCSI,copies of which w111 be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate ether of plate in inches. Weir USA,Ino./CompnTrus Software 7.6.7(1L)-E 10.For bade connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #160TR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A to TOTAL LOAD 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 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 T T T 12 4.00 v M-1.5x3 3 4 0 ti 111111111 --e' N 0 2 _� o 1 —e 0 M-3! 9 55x3 M-16 l l 1 1-00 3-05 ti PROs c�5 :��GINFi fpm :9782PE JOB NAME : POLYGON 3410-B - El Scale: 0.6603 J ,./ GENERAL NOTES, unless otherwise noted �/ V"+' / �) I.BiIIIIIII dder 1! OREGON I.Bu10er end erection cantrodor shouts be advised of el General Notes 7.This design b based only upon the parameters shown and b for en Individual 7- OREGON l�V I V O Truss: El sod VJamings before construction commences. balding component.Applicability of design parameters and proper /. YL 2.a•4 compression web badrg mull be Installed where show„.. mwrporetion of component la me responsibility arms building designer. 11 G41 h Y ,t C, '' ' 3.Additional temporary bracing to insure stabllgy during construction z Design and .1 ID me top am bottom dome to he rnaghnlly braced at f, .` Is gra responsibility f the erector.AtldXbnel m bracing of T o.c.and et 10 o.c.respectively unless braced throughout their length by L v M o permane continuous sheathing such as plywood sheething(TC)ander drywal(BC). PA U �\ DATE: 10/26/2015 the overall structure Is aro responsibility of the building designer. 3.24 Impact bridging or lateral baring required where mown.. SEQ.: K 14 8 7 2 4 7 4.No load should be applied to any component until after all bracing and 4.Inetelation of truss Is the roeponelblSty of the respectNe contactor. resten.a are compete and at no time should any leads greater than 5.Design assumes tense.are to be used In a non-corrosive environment TRANS ID• LINK design loads beapplied toany component. coders for'dry sendhion'erase. 5.CompcTrue Ms no control over end assumes no responsibility for the 5.Design a mea hits bearing at,1 suppon..nawn.Shim or coedit.a EXPIRES: 12/31/2016 ebdcation,handing,shipment end installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design Is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPUWTCA In BDSI.copes of which v41 be furnished upon request. Ines coincide with joint center Ines. a.Diggs indicate sloe of plate In Inches. MiTek USA,Ino.iCornpuTrus Software 7.6.7(1L}E 10.For basic connector plate design values see EBR-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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1_ _ BC: 2x9 KDDF #1EBTR SPACED 29.0" O.C. 2-3=(-44) 19 2-4-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PEE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) ' ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 G.- ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" Lo /11 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'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 9.3" 3 Design conforms to mainwindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o End vertical(s) are exposed to wind, ,-t Truss designed for wind loads i in the plane of the truss only. N O I ,-I M t _ _of 2 Y + 9 M-3x4 1 ) y 1-00 3-05 IP ROVIDE FULL BEARING;Jts:2,4,3 I ( ' ,\GINEE9 r0 Q44 :9782PE �<` JOB NAME : POLYGON 3410-B - E2 -" .41000YScale: 0.8868 WARNINGS: GENERAL NOTES, unlessotherwissnoted ', s9 Otz/ REGUN Truss: E2 1.Bolder and erection contrador should be advised of a1 General Notes 1.This design Is based only upon the parameters shown and h for an Individual h� end wamirps before construction commences. building component.Applicability of deelgn parameters and proper (`, 2 244 compression web brsdng must be Installed where shown+, Incorporation of component la Me responsibility of the building designer. ="9 3,Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be leleralty baud at 'T b the responsibility of the erector,Additional permanent bracing of T mc.end at 70 Data respectively unless bead throughout their length by DATE: 10/26/2015 the averal structure Is the responsibility of bidding deal ner. continuous sheathing Such as plywood sheathing(TC)and/or drywal(BC), A� tl\" ty° ng c 3.2a Impact bridging or lateral bracing required where Shown++ /"' UL SEQ.: K 14 8 7 2 4 8 4.No load should be applied to any component until after e1 bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any bade greater than 5.Design assumes cows are to be used Ina neoaemeave environment, TRANS ID: LINK design bads be applied b any component, and are fordry condition'.of use. 12/31/2016 5.CampuTrus hes no control over and assumes no responsibility for the 6.Design assumes AR bearing at sl sappoN shaven.Shim or wedge 0 L rIRES. fabrication,handling,shipment and installation of components, ne 7.Design as sumes adequate drainage Is 6.This design Is furnished subject to the limitations set forth by 8.Plates shall located ced on both faces of ..,and placed so their center October 26,2015 TPWSTCA In SCSI,copies of which nil be furnished upon request. Ines coincide with Joint center Ines. MITek USA,Inc./Com Trus Software 7.6.7 iL 9.Digits Ordinate sloe of pee In Inches. PD ( )"E 10.For basic connector plate design values lee ESR-1311,ESR-1868(MITek) Symbols Numbering System ,Id General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 II (Drawings not to scale) Damage or Personal Injury Mr,. Dimensions are in ft-in-sixteenths. 41604„ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 O wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never F , O /I44 � U stack materials on inadequately braced trusses. a_ O 4. this For 4 x 2 orientation,locate C7-8 C6-7 C5 6 designer,erection supervisor,property ownerand plates 0-1/1g' 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 exceed 19%at moisture timef fabrication. PRODUCT PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: In all respects,equal to or better than that �, Indicated b symbol shown and/or SYP represents values as published specified. �i Y Y 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 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. 1 ® number where bearings occur. f ` Min size shown is for crushing only. OEM IIIIII MI 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review ctall portions of this design(frontback,words Plate Connected Wood Truss Construction. and piuresbefore use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. wine e 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.01/29/2013