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Plans (39) flit 5.7--)-ace t ( 7 ? PL) S 4 mi MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-355_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45755189 thru R45755200 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PR Oress 44, �NGIN�F$ /o2 ' 87022PE 9r 7 'o OREGON ri5' <C' -PCQ 11BER 1' 4O Os A. HEV1/4 � EX' 'j:06/30/ October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:20 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-Z8J1 rY?d5vDVTbKMJBy122_DyC9jGwiZPT4JdoyPA2r I 10-011 1-2-0 II 1-0-12 1 1 2-6-0 1 2-4-9 II 1-2-0 II 1-9-11 1 I18-01 Scale=1:40.1 1.5x3 II 1.5x3 II 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 j,.,.,, NTV ®\ / \ , e - 1��_�� .a 1 _ _ ,1 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 I I 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5 p_3-51 1 19-6-8 1 22-11-8 I 3-6-12 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,V)- 12:0-1-8,Edael.13:0-1-8,Edgel,118:0-1-8,Edael,119:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d 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. (Ib/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. <<-\‘ 44., P R Ofik"0 maco �NGINEFR /o c.. 2 87022PE Tr - (P N 7 "o)., OREG•N tis 0111 'A0 �MBEF� N OS A. Heb°P EXPIRES:06/30/2017 October 27,2015 mit ®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 MiTel 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/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-355_UPPER F02 FLOOR 845755190 6 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS6sJgMSM2S,�mW _D,y9giZ-V RnGDOtd WTDiuUkRc?V7T3VW?15ksHrtnZQigyPA2p 1-0-0 I O-N0 1i z,(: 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 L. I I� 39 38 37 36 35 34 33 32 31 30 29 28 27 28 3x4= 4x6 = 3x6= 3x6 FP= 3x5 = 3x5= 3x5= 3x5= 4x4 = 4x4 = 3x6= 4x6= 3x4 = 1.5x4 SP=- 3x5 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 DESRER IS REQUIRED. I 16-5-2 117-0-21 17-0 I 23-9-0 0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edge1.(29:0-1-8,Edge1,130:0-1-8,Edge1 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/def1 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/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=-3859/0, 8-9=-4510/0,9-10=4510/0,10-11=-4847/0,11-12=-4847/0,12-13=-4859/0, 13-14=-4859/0,14-15=-4583/0,15-16=-4583/0,16-17=4583/0,17-18=-3948/0, 18-19=-3948/0,19-20=-3948/0,20-21=-2879/0,21-22=-2879/0,22-23=-1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=-1183/0,2-38=0/1068,4-38=-952/0,4-37=0/846, 6-37=-730/0,6-35=0/625,8-35=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=-931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. tL�_O PROp- 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 Cosa' GIN - - s/ attached to walls at their outer ends or restrained by other means. �2 Q� 87022PE ��' ti y �'3j, OREGO rim �N 'O AMBER 11 O On A. HO;'0P EXPIRES:06/30/2017 a 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. Dea truss system.m.id Before uuse se, he building designer musors. ts verify the apis pti aobility ly of des design parameters ters nd prois perly 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 P IiTek' 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/fill 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 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 ID:s3crybS_6sJgMSM2Sm_D_y9g1Z-RvZYhv2798jxyCd7Y01 zCu8t3pPZCmR8K52XmZyPA2n 110.0 I 10-10-2II 1-2-0 10-7-141 Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 404 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • N /�, a /N.0./=\.a/_..\-/N.2 -® ��0 -+ O /�\® .'-:. � o o o 0 0 o e® o- 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4=- 12-10-10 12-10-10 19-0-8I I 11-8-10-- 110. oda-7-0 1 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edael,123:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d 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!nor YES WB 0.50 Horz(TL) 0.07 20 n/a n/a Weight:96 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 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1508/0,3-4=-1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=-3726/0,10-11=-3737/0,11-12=-3737/0,12-13=-3422/0, 13-14=-3422/0,14-15=-2618/0,15-16=-2618/0,16-17=-1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=-1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=-313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=-832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<-\\°) P R OFFss , GI 87022PE �r / y(j' N -57_,,�A), OREGON ti� i 0 '111BER '11 p� `s A. HERS EXPIRES:06/30/2017 October 27,2015 6 , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent bucking 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-355_UPPER F04 FLOOR 845755192 3 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-RvZYhv2798jxyCd7Y01 zCu8xepXLCod8K52XmZyPA2n 0-10-0 I I 1-2-0 i 0-6-0 I X3131 2-6-0 I I 1-2-0 I 1-3-7 Scale=1:19.8 1.5x3 II 3x4= 3x4 I 14x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 g 3x4= e • • .. 7 8 9 ° • o N O N ° a e e- e- 6 e 17 16 15 '* 13 12 11 10 1.5x3 II 1.5x3 I I /\\ 3x6= 1.5x3 I I 1.5x3 II 3x4= 4x6= 3x4 = 3-0-0 I 8-8-5 I 9-3-5 19-10.5 I 11-4-12 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 I Plate Offsets(X,Y)— f2:0-1-8,Edgel,13:0-1-8,Edge1,17:0-1-8,Edgel,18:0.1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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 Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=-570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=-508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. <‘ ED P R OFFS ?D �tAGINE -, c, , 442 4t- 87022PE �c-- N cv yAj, OREG•N r7' <vN -pOr,�MeER \1 co S A A. He?`�P EXPIRES:06/30/2017 9 October 27,2015 9 0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MirekrS 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 MiWek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,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 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 1 ID:s3crybS65JgMSM2Sm_D_y9giZ-v57wuF3mwRroZMCJ6kYC15h5hDgrxAglZIo4J?yPA2m 1 0-10-0 11 1-2-0 1 I 1-0-12 I I 2-3-1 11 2-6-0 I 1-20 I 2-3-3 1 Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 ° e _ '.............. N 0 a a e e 6 9 'i.00.0., .0 IT 11 Xx 1��1 18 17 '16 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= 3-6-12 8-8-5 19-3-5 10.51 17-6-0 1 1 3-6-12 1 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edael,14:0-3-0,Edgel, 6:0-1-8.Edge],(7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0Plates Increase 1.00 TC 0.30Vert(LL) -0.11 12-13 >999 480MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BOLL 0.0 Rep Stress Ina YES WB 0.69 Horz(TL) 0.02 11 n/a n/a Weight:81 Ib 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=958/0-7-0,19=-1/0-1-12,11=571/Mechanical Max Uplift 19=-105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=-805/0,6-7=-1681/0,7-8=-1777/0,8-9=-1777/0 BOT CHORD 15-16=-499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=-177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. (C.- 6-6,P R OF ��\�� -- GI NEF/9 PS/0 ct- 87022P r cv N ), y �A) OREGSN M 1U� O "Y�'��MBER \1 � SA. He?'� EXPIRES:06/30/2017 October 27,2015 P 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 MiTek0 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 MiTek• building design. Bracing indicated is to prevent bucking 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 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755194 PL15-355_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:s3crybrSS6sJgMSM2Sm_Dy9giZ-SU EgJx40S35WpgM iE9bggWmPvORaP7Ka03HB NuyPA2k I 10-0 1 f 6-61 I 1-2-0 I(}7-141 Scale:3/8"=1' 404= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ,7 A/01'''N\ - / \ /fr N /Or N /0' N / TV/ \ /"\- 9 O a a 1i• a ,o 30 29 28 27 26 25 24 23 22 21 `pXZCT 3x4 = 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4 = 12-6-14 1 11-4-14 11-11-1. 18-8-12 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edge1,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 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 Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=-2571/0,5-6=-2571/0,6-7=-3284/0,7-8=-3284/0, 8-9=-3615/0,9-10=-3615/0,10-11=-3587/0,11-12=-3587/0,12-13=-3327/0, 13-14=-3327/0,14-15=-2563/0,15-16=-2563/0,16-17=1483/0,17-18=-1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=282/0,13-23=-406/0,2-30=-1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-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. GIN ��ck0 P R°Fe(..Y.0, ��Co �‘ "5' EFRo 414 2 ,:t.- 87022PE yr / -y Aj, OREGON r•15) 4/ 'POr,k.)1/BER A\ ‘O SA Hip, EXPIRES:06/30/2017 October 27,2015 t I MUM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building coponent,not Mil. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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/TPIt 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 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-sUEgJx40S35WpgMiE9bggWmPw0XiP3ma03HBNuyPA2k I 2-3-0 I 2-3-0 1?-5-9 11-2-0 I I 1-9-11 1 2-6-0 Io�8-01 Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 3x4 I 13x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 N _ /�Ai ►_�� aifiii '/ N opx' e 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8= 3x8= 3x5 = 3x5= 16-2-4 I 19-7-4 I I 16-2-4 3-5-0 Plate Offsets(X,Y)— 14:0-1-8,Eddel,f15:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Ina YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=-1867/0,5-6=-1867/0,6-7=-1190/0,7-8=-1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=-851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. '<`ca's P R OFFS, ��\� , ,„ NEF9 /7:-.1r 7-- 'Z''''' 2PE / N N y �Aj, OREGON q�Ott' 'AO EMBER \,' ps A. H - EXPIRES:06/30/2017 October 27,2015 I la ®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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and Ball Building Component Suite re Safety Infonna8on available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM25m_D_y9giZ-otMRkd6G_gLE2zW4Lad8vxskzg6gt1jtUNm ISmyPA2i 1 1-0-0 1 1 0-9-2 ii 1-2-0 I I 7-141 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 B® - 3/ 29 28 27 26 25 24 23 22 21 'i 3x4 = 4x5 = 3x5 = 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4=- 12-9-10 12-9-10 I 11-7-101C:0101044 18-11-8 11-7-10 6-1-14 Plate Offsets(X,Y)- f12:0-1-8,Edgel,f23:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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 Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weight 96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=1500/0,4-5=-2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=-3697/0,10-11=-3697/0,11-12=-3697/0,12-13=-3396/0, 13-14=-3396/0,14-15=-2603/0,15-16=-2603/0,16-17=-1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <C\E- P R OFFS ��co �NGINEFR c, 87022PE 9r--- N �N "4.-7,,,SAT OREGSN tip 4H 0,-,AMBER 1\ �O S A. HO; EXPIRES:06/30/2017 October 27,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,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 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 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-otMRkd6G_gLE2zW4Lad8vxsrWglbt8otU NmISmyPA2i 3x4= 0-11-11 I 1-2-0 I I 0-10-1 I 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 • e \ e 0 N e / y e 1.5x3 I 1.5x3 II 8 ♦ 7 6 3x4= 3x4= I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— f2:0-1-8,Edael,f3:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Camp./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. ,R0 PR \D" \AGINFe Wo 4‹ 87022PE ry / y �-0j, OREGON rt, SA. HEC-k� EXPIRES:06/30/2017 October 27,2015 P 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. igl Design valid for use only with Mirelri 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1N1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755198 PL15-355_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:30 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-G3wpxz6u12U5g75HvH8NR9OtAERBcoe1 iiIM-_CyPA2h 10-10-0 I I 1-2-0 11 1-0-12 1 1 1-0-0 101 7-91 1 1-2-0 1 1 0-11-3 I Scale=1:33.3 3x4= 3x4= 3x4 I I 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • e l 0 O I,a W'N/\a/o- -'\a `aa o_:9, / /\:/ ' ''IMP e IN I• t. 3 31 30 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6 = 3x5 = 3x5= 4x8= 3x4 = I 1-1-0 11-8-0 12-3-0 1 3-6-12 I 8-8-5 -3-5 10.51 19-6-8 1 1-1-0 0.7-0 0-7-0 1-3-12 5-1-9 7-0 0.7-0 9-8-3 Plate Offsets(X,Y)- 12:0-1-8,Edael,13:0-1-8,Edgel.f9:0-1-8,Edoel.f10:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=-164/0-1-12,20=1315/0-2-12 Max 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 �� TO PR QF - be attached to walls at their outer ends or restrained by other means. Qs So 5)CAUTION,Do not erect truss backwards. �Co NG)NEF , 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. c? T 2 The design/selection of such connection device(s)is the responsibility of others. cc-44/ 870 2P E /9l 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 N cV Uniform Loads(plf) N Vert:20-32=-8,1-19=80 y Aj, OREGON tiP <v Concentrated Loads(Ib) 'P ' ' ER "a' �� Vert:17=-791(F) L Q' SA. HERS EXPIRES:06/30/2017 October 27,2015 B 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN„ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infonnalon 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 R45755199 PL15-355_UPPER F12 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:31 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_r9giZ-kFUB917 W WHcyIHgTT2fc_Mx4VercLvTAxhFP W YPA2g 10-10-0 1 1 1-2-0 ii 1-0-12 1 1 2-6-0I 2-49 ii 1-2-0 II 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 1 2 3 4 5 6 7 8 9 10 11 o e e o e e o i- 1� 41.0 19 18 17 16 15 14 13 12 3x4=1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-8-5 p-3-51,10-51 19-6-4 I 3-6-12 5-1-9 0-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edael,13:0-1-8,Edoel,114:0-1-8,Edoel,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d 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 Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift19=-166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=-2148/0,9-10=-2148/0 BOT CHORD 18-19=-294/18,17-18=-294/18,16-17=-294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=-1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=-512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. (( O PROFFS ,N.7.• c- NEF'V sio2�� 87022PE ,N � . :57%� OREGON ti� <v 9or,FMBER *0 v..' S A. HVi; EXPIRES:06/30/2017 October 27,2015 e iiiiimii No ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t 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/Mt Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sole Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755200 PL15-355_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:32 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-CR2ZMe89GbkovRFfOiArXaUMt1 KQ4VhKAL?y25yPA2f 3x4 =- I I 0-11-11 I I 1-2-0 I I 0-9-5 I 1 1.5x3 I I 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 Il III 111 EIPI INKII III ' o N i 9 ErgrA III Il MC r r rEr ., 1‘1 1.5x3 II 1.5x3 II 8 =' 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— f2:0-1-8,Edget,f3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R ��Ea PopFss c,_‘.°0cNGI NEF74 OZ, 8 • 2PE /9w' N y �Aj, OREGO r /N �o �M$EF N �O OS A. H-CSP EXPIRES:06/30/2017 October 27,2015 1 mum WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. ` Design valid for use only with Mitek©connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the 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/TPIl Qualify 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 A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 (Drawings not to scale) Damage or Personal Injury r indicated. offsets are Dimensions are in ft-in-sixteenths. I I ■■ 04" Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For Q 1/1 6 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I I._ bracing should be considered. 3. Never exceed the design loading shown and never �� U U stack materials on inadequately braced trusses. O4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 5-6 designer,erection supervisor,property owner and plates 0-1ds' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1 352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. w- 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 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. ta 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: ANSI/TPI l: National DesignSpecification for Metal 19.and Reviewpicturesall po)rtions before of thisuse.designReviewing(frontpictures alone back,words Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. ■ , BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, is w Joel( ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTekC MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487237 thru K1487248 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � PROP caC"x1N >0 89782PE ?iv-v,p,OREGON '`" 1;e4 FiT 'AUL sEt', ST71 .01 . 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 ANSI/TPI 1. IMMMEIMIMMMIMMMMIIMIMIMIMIMMMMIMIMIMIUMIIMIIM This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 14'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD —DL ON BOTTOM CHORD 10.0 POE 42.0 POE load duration factor-1.6, Truss designed for wind loads LL = 25 POE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-04-08 7-04-08 T 12 12 IIM-4x4 Q 6.00 6.00 3 M o I f O 11110 .41, f O O M-3x4 M-3x4 1-00 y �p b 14-09 Pff OAC• ,ci 1'9782 f E t` JOB NAME : POLYGON 3410-B - Al • Scale: 0.5145 .� WARNINGS: GENERAL NOTES, unless otherwise notetl � 0. EGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an ndividual h Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper ,r- V • prase we gurus incorporation of components the responsibility of the building designer viQ b}„r . 2.2x4 cot b brat n t be nstalletl where shown+ 2.Design assumes the top antl bottom chords to be laterally braced at i� 7 • { _t 3.Additional temporary bracing to usury stability tlunng construction 2 o 0.and at 10 o c respectively unless braced throughout their length by V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �� RA UL �\ DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 14 8 7 2 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be led to an t. and are for"dry condition"of use. TRANS ID: LINK gn pp any 6.Design assumes full bearing at all supports shovm.Shim or wedge if EV ICC: A�/J�13/4 If • 5.CompuTrus has no control over and assumes no responsibility for the necessary. /�+a. C!k GJ +G c7 7G�J V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O V`Ober 26,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIiWFCA in BCSI,copies of i/iich will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16510 SPACED 24.0" 0.C. 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 343 WEBS: 2x9 KDDF STAND 2-3=(-748) 139 6-9=(-30) 565 3-9=(-74B) 139 LOADING 9-5=( 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 i TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IGOND. 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 = 0.002" @ 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" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL - 0.006" @ 14'- 3.5" MAX HORIZ. TL DEFL - 0.010" @ 14'- 3.5" 7-04-08 7-09-08 Design conforms to main windforce-resisting 12 12 6.00 IIM-4x4 system and components and cladding criteria. Q 6.00 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 nom-+( (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 cm 1 O M-3x9 M-1.5x3 M-3x9 0 b b b 7-04-08 7-04-08 p I- y 1-00 y 14-09 i,1-00 ) -t0 PRak-�S 89782PE 1.-" JOB NAME : POLYGON 3410-B - A2 LJK .„.. Scale: 0.3895 • • WARNINGS: GENERAL NOTES, unless otherwise noted , IOW Truss A2 1.Rudder end enecoon ccrtrecton should be Odu:sed of oil General Notes 1.This design isbased only upon the parameters shown and sfor an ndMdual OREGON o� and Warnings before construction commences. building component Appllcab hty of design para net s and pro 2.2x4 compression web bracing must be Installed where shown+, ,:z- incorporation of component s the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construct on 2 Design assumes the top and bottom chords to be laterally braced at .1 H- 4 G3 tai R �e_ _ is the responsibility of the erector.Additional permanent bracing of 2oc.and at 70 o.c respectively unless braced throughout theirleiglh by r� 7 DATE: 10/266/2015 the overall structures the responsibility lxI pactsrhgor later las Satywoetlsheathtrere s own0tlrywell(BC). • Y „� • p 'ty of the building designer. 3 in Impact bridging lore lateral bracing required where shown++ Ii,II -..: ''---- DATE: K1487238 4.No load should be applied to any componentuntlafterallbrocngand 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be applied to am component. and am for conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.De assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016/ 1/ 01 fabrication,handling,shipment and Installation of components. ry 7.Design assumes sed on drainage e isd prorosse n October 26,2015 6.This design Is furnished subject to the ll be furnished ons set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIM/TCA In BCSI,copies of which will be fupon request. lines coincide with joint center lines. MiTek USA,Inc./COmpuTlus Software 7.6.6(1 L)-E 9.Diggs indicate sot of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #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 3- 4=( 0) 0 BC: 2x4 KDDF ST&NTA WEBS: 2x9 KDDF STAND LOADIOG 9- 5=(-329) 125 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-329) 125 TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) NOTE: 2x9 ORDCIRE AT OT"SC ATN. FOR ALL TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL 14'- 6.0" -437/ 874V 0/ OH 98.50" 0.12 KDDF ( 625) S REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEIN6 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. [COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. M-1.5x4 or equal at nn-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 CDETAILUS STANDARD MAX HORIZ. LL DEFL - 0.007" @ 14'- 8.4" MAX HORIZ. TL DEFL - 0.011" @ 14'- 8.9" GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11-03 load duration factor=1.6, ,I fTruss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. f 2 4 -M-4x4+ 12 6.0o p D 6.00 M-4x6 0 T2 rn 5 r0 00 i 6 7I I M-3x4 M-1.5x3 M-3x4 M-3x4+ o M-3x4+ •• - PR0k-E , 7-04-08 6-11 8-02-08 -c... .to . `i`~�IN '7 > k ) V 7tfe- 1-00y 22-06 1-00 ,4t 89782PE -c- ..._.,A!'.. '-41.11.' JOB NAME : POLYGON 3410-B - B1 Scale: 0.2612 WARNINGS: GENERAL NOTES, unless otherwise noted -,4OREGON �� e. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an ndry dual .•fT��1 ate .. { �� Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 1(} 2.2x4 compression web bracing must be installed where shown+ Incorporation of components the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laleraly braced at BALM- .A L j- '+ 2'o.c.and et 10'o.c.respectively unless braced throughout their length by V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Shawnee SEEl4 87 2 3 9 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. c� Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, -EXPI EXPIRES-. 12/31/2016 design loads be applied to any component. and are for..dry condition.of use. TRANS ID LINK 6.Design assumes mus ullbearingatall suppodsshown.Shim orwedge it October 26,2015 • 5.CompuTrus has no control over and assumes no responsibility for the ssary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center TPWJTCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits Indicate sire of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.for basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0'• TC: 209 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 KDDF #1&HTR; LOAD DURATION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 KDDF #1&BTR T1 SPACED 29.0" O.C. 1- 3=(-1988) 562 9-10= =(-560) 1245 3-10=(-909) 337 BC: 2x9 KDDF #1&BTR WEBS: 2x9 KDDF STAND 2- 9=( 0) 0 10-11=(-378) 1306 9-10=(-175) 550 LOADING 3- 4=(-1069) 931 11- 6=(-376) 1309 10- 5=(-462) 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 984 BC LATERAL SUPPORT <= 12"OC. U016. TOTAL LOAD = 92.0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 209 BRACING AT 24"01 UDE. FOR ALL TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 8BH 143.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 193.50" 1.12 KDDF ( 625) OVERHANGS: 0.0•' 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 10690 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at non-structural vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 .on spacing. REFER TO COMPUTRUS STANDARD VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.095" @ 22'- 9.0" Allowed = 1.079" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.088•' @ 22'- 9.0" Allowed = 1.439" SPECIFICATIONS. MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100'• MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 35-00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 18-00 0-06-08 5-02-08 5-02-08 6-00-06 f f load duration factor=1.6, russ designed for wind loads T T T in the plane of the truss only. 12 :=M-4x4+ 2 6.00 2 .. 6.00 • Il M-4x6 M-3x4+ • 9 M-Sx6(S) O 0.25" co _ IIIIIIIIIIIIIIH°°°°°ll‘pe.-- lilillIllIlIlIlllk,r o w4 7 p o � 116 o o F��c,D PROFM-3x4 .25" M-3x8 M-1.5x3 M-3x4 fM-3x90 � ' .M- x4+ M-5x6(S) J • �N �� y ) y y17-04-12 5-04-04 5-04-04 5-10-12 <4..i) ) ' 1-00 34-00 1-00 $9'7f32 P �` JOB NAME : POLYGON 3410-B - Cl • ....-..,se �'I' Scale: 0.1727 Mir �}c WARNINGS: GENERAL NOTES, unless otherwise noted: �,a OREGON h^, Truss: Cl • 1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and Is for an individual //`�� V and Warnings before construction commences. building component.Applicability of design parameters and proper �?.1�> .A �� 2.2z4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. . 'Z 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `'� is the responsibility of Meerector Additional permanent racing of o.c.and at 10 oc respectively unless braced throughout their length by �"1 DATE: 10/26/2015 the overall structure is the responsibility continuous sheathing such as plywood required ng(TC)annor drywall(BC). • l.1 - p ly olthe building designer. 3.2x Impact bridging or lateral bracing where shown i a SEQ.: El4 8 7 2 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiNly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads Wapplied toany component. and are for"dry condition"of use. 6 EXPIRES: 12/31/2018 5.CompuTrus has no control over and assumes no responsibility for the nnecessa assumes full baa ring et aN supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry October 26,2015 6.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shall be boated on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of Which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 70.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- D.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 2-10=(-376) 2138 3-10=1-253) 175 SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=) -15) 446 WE: 2x4 KDDF STANDR 3- 4=(-2275) 488 11-12-1-272) 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"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1611) 437 11- 6-1-642) 235 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2275) 488 6-12-( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 6- 9=( O) 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 POE. 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 T 1' f 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. T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 6.00 M-9x6 Q 6.00 load duration factor-1.6, 4.0" Truss designed for wind loads 5 AS( in the plane of the truss only. M-5x6(S) -5x6(S) 0.25" \ 0Q25" 'ft 4 M-1.5x3 M-1.5x3 /AA mm o 1� 1 10 �1 12 ` o 8 of �M-4x4 M-3x4 0.25" M-3x4 =M-4x4 1 �j/�t- M-5x8(S) +(<9N V PROF"19 es 2 8-09-04 8-02-12 8-02-12 8-09-04y )' 1-000 p��ijp y 34-00 1-00 :' ':. e"9l OLr� �... •JOB NAME : POLYGON 3410-B - C2Scale: 0.1727 WARNINGS: GENERAL NOTES, unless otherwm noted 'y OREl.7O11 s.� 1.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '( Truss: C2 and Warnings before construction commences building component.Applicability of design parameters and proper ,77 �p �L �j 2.2x4 compression web bracing must be installed where shown+. of component is the responsibility of the building designer. �� •-_,---ticy., 3.Adtlil onal temporarybracingto insure stabl duringconstruction 2 Design assumes the top and bottom chords to be laterally braced at TT r . rly cons 2'0. and at 10'o.c.respectively unless braced throughout their length by (P4``V Is the responsblry of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) �� AAUL [s" DATE: 10/26/2015 the overall structures the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K14 8 7 2 41 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component and are for dry full bearing of use. TRANS ID LINK6.Design assumes fullbearngatall supports shown.Shim onwedge If EXPIRES: 12/31/2016 s.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both tams of truss,and placed so their center TPIAN1CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./ConlpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber & Truss (DM) • LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2140 3-11=(-251) 174 16- 8=(-1198) 323 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-254) 1794 11- 4=( -15) 459 8-17-) -219) 1392 WEBS: 2x4 KDDF STAND 3- 4=(-2280) 489 12-13=( -11) 71 4-12=(-644) 234 LOADING 4- 5=(-1619) 440 13-15=( 0) 0 12- 5=( -79) 498 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14-16=(-402) 2488 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 547 17- 9=(-825) 4279 13-14=) 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-4858) 942 14- 6=(-315) 210 LL = 25 POE Ground Snow (Pg) 9-10=( 0) 50 14- 7=(-679) 153 7-16=( 0) 347 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.184" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" T 6-00-05 5-05-13 5-07-09 9-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" T 0' 0' 0' 1' 1' 0' 0' MAX HORIZ. TL DEFL - 0.174" @ 33'- 6.5" 12 12 6.00 / IIM-6x6 Q 6.00 6.0" Design conforms to main windforce-resisting 5 . system and components and cladding criteria. M-5x6(S) :.1404% Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" M-1.5x3 load duration factor=1,6, 4 M-5x6(5) Truss designed for wind loads O?. in the plane of the truss only. M-1,5x3 43 M-3x6 r, ••iiiiiihhh M-3x6 O `•'- L M d. 1 m : 16 1]0 1 111 o 12 13 15 o M-3x4 = D � CD I0 M-4x4 0.25" M-5x8 M-1.5x3 to M-5x8 M-5x6(S) M-5x8 3.75 12 b b y l I' l l b 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 2-05-05-00 ,� �D PR.OFF�, J' 22-10-08 1-00 11-01-08 b ' cN('1N e6) �.0 ,1' r� 34-00 :9Or782y PE r-' JOB NAME : POLYGON 3410-B - C3 • Scale: 0.16021r ' WARNINGS: GENERAL NOTES, unless on the parameters OREGON Truss: C3 1.Builder and erection ressecontractor should beadvised ofall General Notes This design sbased only upontheparametersshown and isfor anindlvtlual -y 4IZ and Warnings before construction commences. building component.Applicability of design parameters and proper ��{{{ 2.2x4 compression web bracing must be installed where shown+, incorporation of component tithe responsibility of the building designer. �pJ � 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at17:41.�:----".44Z-, is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout thea length by ` DATE: 10/26/2015 the overall structure is the responsbilly of the building designer. 2ontpactsrhgg or stebach as wg re aired where zwll+tlrywall(BC). 17 �� ` 3 2x Impact bridging or lateral bracing required shown++ SEQ.: K14 8 7 2 4 2 4.No load should be applied to any component until after all bracing and A Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing et all supports shown.Shim or wedge if 'EXPIKE 1 / 1/ 01 fabrication,handling, necessary shipment and limitations of tool pts. 7.Design assumes adequateddrainage Is provided. October 26,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0.For bask connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 34'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #141315 LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&13TR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TI 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 = 92.0 PSF load duration factor=l.6, Truss designed for wind loads Unbalanced live loads have been in the plane of the truss only. considered for this design. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 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. 17-00 17-00 ' f T 11-04-10 5-07-06 5-07-06 11-04-10 1' T T T 12 I IM-4x4 12 3 'Cl 6.00 6.00 7' 000111111440%40444%% :4_3x5 M-3x5(S) -3x5(5) ill B 210 111. 11111 I IIIIIIIIIIIIIII 1iii..��....ii..��...i..��..i....��.�.i.....,��.......��.��.....,��........��.i i...��,��.�.ii...��.��.iii...�Eu ii...�.��,..ii...,�.��.��.�..iii.....,��,....i.....,��,��.........i....��,��..... ----��...i---- .�� . p 7 I lo M-3x5(S) o M-3x4 M-3x4 y P 17-00 y 17-00 \�'�� NG '��Qss�� 1-00 34-00 k )z '.. 1—(0 e9782PE r"` JOB NAME : POLYGON 3410—B — C4 -d' Scale: 0.2477 / GENERAL NOTES, unless otherwise noted: '• �7/ ^'^"�' WARNINGS: 9 OREGON �, 1.Builder and erection contractor should be advised of all General Notes 1.This design abased only upon the parameters shown and s for an ntlivitlual Truss: C4 and Warnings before construction commences. building component Applicability of design parameters and proper �`- 2 a„r- - 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of Me building designer. Cf 1jy_.A y� �` 3.add ti nal tem bracing to insure stab during construction 2.Design assumes the top and bottom chords to be laterally braced at >iii /� 7 temporary g stability g cons 2 o c and at IC o c respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) r`1 BAti1 ''\. DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 1� SEQ.: El4 8 7 2 4 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibNty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads beapp lied to any component, endgnassumewnmfonofata. 5.CompuTrushasnocontroloverandassumesnoresponsibilityfrthe 8.Deese f ilbearngetallsupposeshown.Shimorwetlgaif EXPIRES: 12/3112016 ssary. k� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design Is furnished subjed to the limitations set forth by 8.Plates shall be located on both faces o/truss,and placed so their center TPIAMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate srte of plate in inches. MiTek USA,Ino,/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.5" [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 RODE#1&13TR LOAD DURATION INCREASE = 1.15 • BC: 2x9 KDDE #1&STR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING BC 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, 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 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 1OPSF 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 T T 12 6.00 1114-4X412 4 Q 6.00 3 li Illilli11111111 hiiisi 2 cmo o f 1 aI, a�o o fo 0 M-3x4 M-3x4 J' 4' y 1-00 13-06-08 • - ea. �` 9 - ROFFss -:- NSW -k'7 lQ ®9782PE �" • JOB NAME : POLYGON 3410-B - D1 • Scale: 0.5385 WARNINGS: GENERAL NOTES, unless otherwise noted: OIV -. 1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and is for anntlrvidual '� rt Truss: D1 and Warnings before construction commences building component.Applicability of design parameters and proper A.�a V Q` 2.2r4 compression web bracing must be nslalled where shown+. incorporation of components the responsibility of the building designer. ".e,,`7 �''J�` 3.Additional tem bracing to insure Mobility during 2.Design assumes the top and bottom chords c be laterally braced at J��.��1 `k `,.y pomry g y g consUuct on 2 o.c.and at 10.o.c.respedrvely unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).10/26/2015 the overall structure s the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown++rywall(BC). • �� SEQ. : El4 8 7 2 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design mads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes roll bearing at all supports shown.Shim or wedge I( EXPIRE 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 6.This design is furnished subject to the ions set forth by 5 e.Plates shall be located on both faces of truss,and placed so their center TPI/WrCA in BCSI,copies of which will be be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7371,ESR-1988(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 #19BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6-(-27) 511 6-3-(0) 312 BC: 2x9 REEF #19BTR SPACED 24.0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x9 KDDF STAND 3-9-(-679) 129 LOADING 9-5-( 0) 50 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.D)+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 POF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0 -87/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.002" @ 14'- 6.5" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ 14'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.037" @ 3'- 7.9" 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 T I 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 D I M-4x4 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 .( load duration factor=l.6, -...- Tin usthe depsagod f fothe ls oadns y.el M O E I O 6 o M-3x9 M-1.5x3 M-3x9 0 Y ).‘ y 6-09-09 6-09-04 y 1-00 y 13-06-08 y 1-00 y �� Qfes� 9782PE �`"' JOB NAME : POLYGON 3410-B - D2 Scale: 0.9010 .� , 4111 WARNINGS: GENERAL NOTES, unless otherwise noted. -f7 11/EGON . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual �^ Truss: D2 and Warnings before construction commences. building component Applicability of design parameters and proper Cl 2.1x4 compression web bracing must be installed where shown+. Inca poral of component Is the responsibility of the building designer. cee.q .., < V 3.Adddonal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom asschobrads o be laterally braced length '"i +3 - Is the responsibilityf the erector.Additionalpermanent bracingf Y o c and at 10'o c respectively unless braced throughout their • by ` o o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •Rk pq 1 17 9l' DATE: 10/26/2015 the overall structure is the responsiblllry of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �„1 L SEQ.: K14 8 7 2 4 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component andigraksudre full bearinn"ofg at a.supports wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearin 1 all su ns shown.Shim or f 'EXPIRES: 12/31/2016 awry um fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 0cto"er 26,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EOR-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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 84 3-5=(-229) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" 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 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 419V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -41/ 302V 0/ OH 5.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.123" @ 3'- 4.5" Allowed = 0.422" MAX TC PANEL TL DEFL - -0.127" @ 3'- 4.5" Allowed = 0.633" / 6-04-04 0-07-12 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 mai n windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 m m I s o2 5 �� -/ M-3x4 M-1.5x3 b b 6-04-04 0-07-12 J, ), y 1-00 7-00 • • - - .- �G $ 2 19782PE �"' JOB NAME : POLYGON 3410-B - D3 .. i Scale: 0.5157 'W. WARNINGS: GENERAL NOTES, unless otherwce noted. OREGON^' Truss D3 1.Builder and erection contractor should be advised of all General Notes 1.Thte design is based only upon the parameters shown ands for an individual '.. '$7'L OREGON O T.and Warnings before construction commences building component.Appl cebddy of design parameters and proper 2.2z4 compression web bracing must benstalled where shown+. ncorporeM1on of component is the responsibility of the building designer. ,(} f �J,� 2 Design assumes the top and bottom chords to be laterally braced at 7� Al ' "' b- "R 3.Additional temporary bracing to insure stability during construction 2 o c and at 10 o.c respectively unless braced throughout their length by - �`r is the responsibility of the erector.Additional permanent bracing of cont nuous sheathing such as plywood sheathing(TC)and/or drywalI(ec). �j 1J' ` DATE: 10/26/2015 the overall structure is the responsblyofthebuilding desgner 3.2z Impact bridgngorlateral bracing required where shown++ V 1_ SEQ.: Ki4 8 7 2 4 6 4.No load should ba applied to any component until after all bracing and 4.Installation of truss is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be appled to any component and are or ay conditionof use. y prat y}J y� 5.CompuTrus has no control over and assumes no responsibility for the 6.Desgnassumesfullbeadngatehsupportsshown.Shimorwadgeif EXPIRES• 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided October 26,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ino./CompoTras Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 441&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"01. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), TOTAL LOAD — 42.0 PSI' 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 IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 T T T 12 4.00 G,— M-1.5x3 4 —/ LIF W 0 1 N O 2 1 1 lAgIPI idillIll 13 1 rn o M-3x4 M-1..5x36 1 1-00 3-05 ,<0?, D P R OF�cs, ®9782PE �`'. JOB NAME : POLYGON 3410—B — El , Scale: 0.6603 ,./ . / MOW WARNINGS: GENERAL NOTES, unless otherwise noted: J� ^, jh 1.Binder and erection contractor should be advised of all General Notes 1.Th s des gn s based only upon the parameters shown and la for an Individual -17 OREGON Individual 'If �� Truss: El and Wamings before construction commences building component.Applicability of design parameters and proper ,!' 2.2x4 compression web bracing must be installed where shown+, incorporation of component s the responsibility of the building designer. ..t'T Cff1 .., G.g� ,.r' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 7 '1 vt' y!; is the responsibility of the erector.Additional permanent bracing of 2oc.and at 10 oc respectively unless braced throughout their length by ![j. V DATE: 10/26/2015 the overall structure Is the responsibilitythe fou Id n des continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 4 U 1. C"l\ o g designer. a 2.Impact bridging or lateral bracing required where shown++ L SEQ. : K1487247 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for Wry condition"of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibiliforthe 6 Design assumes NllbeadngataAsupponsshown.Shim orwedge lt yEXPIRES: 12/31/2016 nary. fabrication,handling,shipment and installation ofcomponents. 7.DesienassumesadequatedrainageIsprovided' October 28,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.151-2_ BC: 2x4 KDDF #1&BTR SPACED 24.0" 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 T' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.1" Allowed - 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 6.5" Allowed - 0.143" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, o End vertical(s) are exposed to wind, ,ti Truss designed for wind loads I in the plane of the truss only. 0 1 / m n - O 1 - - 2 O 4** M-3x4 1' 1' y 1-00 3-05 (PROVIDE FULL BEARING;Jts:2,4,3 I ' -0 PRQFF .. Q9'782PE �" • JOB NAME : POLYGON 3410-B - E2 ..► Scale: 0.8868 WARNINGS: GENERAL NOTES, unless otherwise noted. I� 4e_ Truss: E2 1.Builder and erection contractor should be advised mall General Notes 1 This design is based only upon the parameters shown ands for an individual -A OREGON �••• and Warnings before construction commences building component.Applicability of design parameters and proper 7 OREGON 2.2x4 compression web bracing moat beinstalled where shown*. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � ,�Pity 'ai. � � is the responsibility of the erector.Additional permanent bracing of 2 a c and at f o o c respectively unless braced throughout their length by /,.. 7 i DATE: 10/26/2015 the overall structures the responsibility 24Imuoussbeamoratralbrach as cingoduiredwershowneC)and/or drywan(Bc). /'(� 1,'� V p tyofihe building designer. 3.2x Impact bridging or lateral bracing required where shown r+ V SEQ.: K1487248 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility ofthe respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, " c TRANS ID: LINK design loads be applied to any component. and arerordryoonmbanmase. 5.CompuTms hes no control over and assumes no responsibility for the 6.Design lull bearing at all supports shown.Shim or wedge if 'EXPIRES: 12/31/2016 / / 0 fabrication,handling,shipment and Installation of components. ry 6.This design is furnished subject to the limitations set fodh by 7.Design Shall b"esaded oneothi face is trusise n October 26,2015 e.Plates shell a located on both faces of truss,and placed so their center TPI/WICA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MTek USA,Ina./ColnpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury NMDimensions are in ft-in-sixteenths. 111%04„ 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 SCSI. TOP CHORDS INIEMIIMMIMMEMIMIIMIzits2. Truss bracing must be designed by an engineer.For Q 1/1 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 0 bracing should be considered. _MWIE3. Never exceed the design loading shown and never 101=Allip U ilailinibloc: stack materials on inadequately braced trusses. a_ Provide copies of his truss For 4 x 2 orientation,locate O c7-e cba C5-6 4. idesign ng designer,errecti nsupervisoproperty ownerl and plates 0-1iia' 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. $ Unless not exceed 19%attime contenture f fabrication.lumber shall PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated b symbol shown and/or SYP represents values as published specified. o'-'1" Y Y by AWC in the 2005/2012 NDS 440by 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 MiTek®All Rights Reserved approval of an engineer. 1k1=140 reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. ®NM,, 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: lam ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. iT BCSI: Building Component Safety Information, sem: 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate II Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013