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Plans (75) /14 5 OO 2.4 2 mom c-2.cer SW 7uyrs Zy MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-408_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: R46042190 thru R46042220 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. ,v PROFESS co �NGINEFR /, 44/ 83640PE ��' y OREGON .� 0 &xi Y Yl Z�\.\C? OD S.ON O Di•j ; re EXPIRATI " 1-16 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46042190 PL15408_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:05 2015 Page 1 I D:c53 KNt9S8dZANgLpvM EnZkyCd 11-pfC7P8Y?MbLN N bUf06EfU uSaZBAVga3SjwLmmJyCcvq 1-0-0 1.5x3 II 1 3x4= 5 2 Scale=1:13.2 —: II:r • _fry W. 4 n 3 1.5x3 II 3x4= I 1-3-0 1 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 """" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=10,1-2-100 Concentrated Loads(Ib) Veil:5=-277(F) �\c ' G P EF- wo 4C-- r 40PE v1- Jrdie y ORE d �.. O4,, RYAi• , &C? 00 SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 guidanceregardingthe 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaid,/Criteria.DSI-89 and ICSI building Component Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042191 PL15-408_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-12KtggaFuCb4cuel VXG7ZJXxWynjlQnlAEgtrCyCcvo 1�-0� 11-0 i1 1-2-0 110-8-71h:_.1-2.,H010,11-13i Scale=1:39.9 5x6 II 3x8 I I 3x6 FP= 3x6 FP= 5x8 II 5x8 I I 5x6 II 5x8 I I 1 2 3 4 5 6 7 8 41 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 •i . 'ASJ% E •a . , p. L° J H e _ t ° ' \ \ / \ .N C e - a1 e1a 't 'O O e CO e e a ��L- e e e m �� I� S. d 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 6x6 = 8x8= 3x6 FP- 6x8 II 5x6 II 5x6 II 5x6 II 6x6 II 8x8= 6x6 = 1.5x3 SP= 3x6 FP= 6x8 II I 23-1-4 23-1-4 Plate Offsets(X,Y)- 132:0-3-0,0-0-01,134:0-3-0,0-0-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.18 33 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.29 32 >955 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.06 25 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:204 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 No.18.Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 40=1802/0-5-8,25=1724/Mechanical FORCES. (1b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2126/0,3-4=-2126/0,4-5=3962/0,5-6=-3962/0,6-7=3962/0,7-8=5590/0, 8-41=-5590/0,9-41=-5590/0,9-10=5969/0,10-11=5974/0,11-12=5974/0, 12-13=-0823/0,13-14=5823/0,14-15=5433/0,15-16=5433/0,16-17=-4691/0, 17-18=4691/0,18-19=3503/0,19-20=3503/0,20-21=3503/0,21-22=1960/0, 22-23=1960/0 BOT CHORD 39-40=0/1126,38-39=0/3074,37-38=0/4791,36-37=0/4791,35-36=0/5969,34-35=0/5969, 33-34=0/5969,32-33=0/5974,31-32=0/5974,30-31=0/5660,29-30=0/5153, 28-29=0/4146,27-28=0/4146,26-27=0/2781,25-26=0/1061 WEBS 2-40=2082/0,2-39=0/1926,439=1828/0,23-25=1962/0,23-26=0/1733, 21-26=-1581/0,21-27=0/1391,18-27=1238/0,4-38=0/1710,7-08=1598/0,7-36=0/1558, 8-36=777/0,9-36=765/0,18-29=0/1051,16-29=-889/0,16-30=0/541,1430=437/0, 14-31=0/315,12-31=-281/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. ��G��D P R OF,ss 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 �Gj �NGI NEFR /� be attached to walls at their outer ends or restrained by other means. �C? �fi9 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 6-11-0,and 177 lb $ ,40 P E f down at 15-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). OP LOAD CASE(S) Standard / 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 v ORE �O Uniform Loads(plf) 9/Ij O Vert:25-40=-8,1-16=80,16-24=130(F=50) q 14Y i 2 2 �� Concentrated Loads(Ib) 0 0 O Vert:16=177(B)41=965(B) SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 f I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 51/1-7473 rev.10/01/2015 BEFORE USE. Wil. 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 e� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTer k- is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quardy 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 R46042192 PL15-408 UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-DEtF2AbtNYxE2DE3EnM6W48DMBY1 pDvPuZQNeyCcvn 1-7-0 I I 1-9-0 I Scale=1:17.8 6x6= 3x6 II 3x6 II 3x6 II 3x6 II 3x6 I I 1 11 2 3 4 12 5 13 6 d d N A e v • e I" b 10 9 8 6x6= 5x6 I I 3x6 II 6x6= I 9-4-0 I 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 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.t&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=1033/0,1-11=770/0,2-11=770/0,2-3=-770/0,3-4=1123/0,4-12=1123/0,5-12=1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=1068/0,5-8=0/476,4-8=-311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=-10,1-6=100 0&D PROFA. Concentrated Loads(Ib) .\\C ss Vert:4=132(F)3=132(F)2=132(F)11=276(F)12=132(F)13=132(F) �,\� NG(NEF9 X27 8 a40PE t' OP y ORE •N +. Oy0i✓gRY12 2,-, o sooty Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. illtil Design valid for use only with M1ek0 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 u 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. Far general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r%1 Qua61y Criteria,D56-89 and SCSI Building Component Safely Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042193 PL15408_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:09 2015 Page 1 ID:c53KNt9S8dZA Ng LpvM EnZkyCdl1-hQ ReFVVoV Qq rorCoQdy IbekcKNmO Sm LQ2eYJ_v4yCcvm 1 1-10-4 11 19-0 1 01-8 Scale=1:41.8 3x6 FP= 3x6 FP= 1.5x3= 4x6 II 4x6 I I 4x6 II 1.5x3= 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 m ti\ 1 /IINNIpppp/1\1/&;\lid/\IiI/\ss III/018\ , 27 . 12 p e -e Ma. e e e e A 26 25 24 23 22 21 20 19 18 17 1.5x3 II 4x8= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 23-11-12 23-11-12 Plate Offsets(X,Y)— 127:0-1-8,0-0-8) LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) 1/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.17 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.27 20-21 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.23 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:159 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 No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=105610,1-2=1081/0,2-28=-1081/0,3-28=-1081/0,3-4=2501/0,4-5=-2501/0, 5-6=-3277/0,6-7=-3277/0,7-8=3277/0,8-9=-3417/0,9-10=3417/0,10-11=2919/0, 11-12=2919/0,12-13=2919/0,13-14=1786/0,14-15=1786/0 BOT CHORD 23-24=0/1860,22-23=0/2950,21-22=0/2950,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=1373/0,15-18=0/1152,13-18=-892/0,13-19=0/711,10-19=436/0,10-20=0/268, 5-21=0/462,5-23=635/0,3-23=0/906,3-24=1102/0,1-24=0/1466 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. P R 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). (<.-s. D O�F6' \co ENGINEER W LOAD CASE(S) Standard fit? '6, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 8 .40 P E f Uniform Loads(ptf) Vert:17-25=-8,1-16=80 Concentrated Loads(Ib) i Vert:28=-20(B) ' OR 'VON ,." 0 -'CmRY122°ma0. °° S0014 ° Digital Signature 1 EXPIRATION DATE: 12-31-16 J December 4,2015 t I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 6111-7473 rev.10/03/2015 BEFORE USE. ll - 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/Mil Qually Criteria,DSI-89 and ICU Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Carus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042194 PL15-408 UPPER F05 FLOOR GIRDER 1 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mfrek Industries,Inc.Thu Dec 03 14:39:09 2015 Page 1 I D:c53KNt9S8dZA Ng LpvM EnZkyCd11-hQ ReF WbVQgrorCoQdy IbekcKC mXQm O22eYJ_V4yCcvm 1-2-12 I 1.5x3 I I 1 3x4= 2 Scale=1:13.2 L 0 0 t 4 3 1.5x3 II 3x4= I 1-5-12 I 1-512 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. : ,�� D P R 0F£ss ����5 y t,.. NE ' /pl'__. ' 8 •40PE r. y OR SON +`� 0 c , �'gRY12 OAC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 1 mii a WARNING-Verify design parameter: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 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 L 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/r%1 Quanly Criteria,DSI-89 and ICS!Building Component 109 Suite Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Heiahls.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042195 PL15-408_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:10 2015 Page 1 I D:c53KNt9S8dZA NgLpvM EnZkyCDl1-9d?OSsc7B7z1TMN cefpq Bx9V_9tg VroCsC2XRXyCcvl 0-r8 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 1jill 1 1 2 e _ _ ; 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 i 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 I 17-4-0 1 18-8-0 1 20-0-0 121-4-0 1 22-8-0 123-11-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-11-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. e. c�`co MAGI EE,9`s, 2 ct 8 a40PE 7" OP , y ORE �N �� C16:-, igRY 12?��C? 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. fill- 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 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 R46042196 PL15-408_UPPER F08 GABLE 1 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-dpZOgComyR5W5WxokNL3k9ih?ZDuEl1 L5so4_zyCcvk Scale=1:38.0 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 d d e e o s o e ❑ 2 ❑ e r., e —moo ❑ _ _ e e 0 O O ii ii O N XXXXXX li YX XYY X xX X h XXXX X XY XXY X YY Y)-YXX X YYX h XXX h h XX YX YXY i 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= l 1-4-0 l 2-8-0 1 4-0.0 1 5-4-0 1 6-8-0 1 5-0-0 I 9-4-0 l 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 l 16-0-0 1 17-4-0 l 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 2-5-11 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 fil- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc' YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-1-4. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. 4. [� r! OPE ct 9 y�ORE`N �r.� 0,5,4/ 12 �0. - SOON Digital Signature 1 EXPIRATION DATE: 12-31-16 J December 4,2015 : a ®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 MTekl9 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 indicatedis 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 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Gillette,DS8-89 and ICSI 6ulldIng Component 7777Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Cilias Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-408_UPPER F09 R46042197 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-dpZOgComyR5W5WxokNL3k9icUZCHEGmLL5so4_zyCcvk I 2-6-0 I I 1-8-12 I I 1-8-12 I °i f Scale=1:17.6 3x4 II 3x4= 1.5x3 II 3x6= 3x4= 1 2 3 4 5 a ti • 11 • 1.5x3 = 0 d o r d N • 1.5x3= ° / v I /-'-- 10 9 ii 8 7 6 1.5x3 II _ 3x6 3x5= 3x6= I 7-2-12 9-4-0 7-2-12 I 2-1-4 I Plate Offsets(X,Y)— 11:Edge,0-1-81,15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina NO WB 0.18 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 9-4-0 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) 9=118/7-4-4,8=204/7-4-4,7=999/7-4-4 Max Uplift9=-34(LC 4),8=-74(LC 4) Max Gray 9=183(LC 3),8=340(LC 3),7=999(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/280,3-4=0/280,4-5=0/500 BOT CHORD 7-8=-500/0 WEBS 4-7=507/0,2-8=381/0,4-8=0/339,5-7=699/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 9-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)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 �, cD PROFFss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��� �IAG I N.E 9 > Uniform Loads(plf) 2 Vert:6-9=8,1-4=80,4-0=180(F=100) y Concentrated Loads(Ib) Q 8 .40 P E l Vert:5=-336(F) A AO IZ, q ORE •N �.. 04, ef9RY Az 2°�� O� SOONO Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 9 NI. I 41 WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE M/FT<TJ rev.10/01/1015 BEFORE USE.Design valid for use only with Welt®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent.nota thus system.Before use,the bufding designer must verify the applicability of design parameters and properly incorporate this design into the overall �■T building design. Bracing indicated'u 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 Quality Criteria,DSB-B?and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042198 PL15-408_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc Thu Dec 03 14:39:12 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd 11-6?7mtYe0j1D NifW?1451 GMEsizZ8zIH U KWXe W PyCcvj 1 2 3 4 5 6 Scale=1:12.8 e e 11 e_ — — — — 14 1 J e _ e e 7:1 13 12 11 10 9 8 7 5-4-06-2-12 1.4-0-4-0 I 140-8-0I 1-4-0 4-0-0I 1-4-0 I 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BOLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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� 8 ,40PE v1! 4F A y2 ORE • oN C1/2',-. ,y �q RY 12 2 \-\ OO SOONO Digital Signature EXPIRATION DATE:12-31-16 ) December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473,an 10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not t' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this designminto the overall building.design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mri@l( -is always required for stability and to prevent collapsewith 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/nil Quality Criled°,DSS-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-408_UPPER F11 Floor 12 1 846042199 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:12 2015 Page 1 I D:c53KN t9S8dZANg LpvM EnZkyCd I1-0?7mtYe Oj I DN"ifW?I4sI GM Ep_zTazdO U KWXe W PyCcvj 0-1-8 H 1 1-8-12 I I 2-2-0 1 2-6-0 1 Scale=1:39.0 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x5 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e as - _ o e m e a i20 a\—Z N V V 4 0 A 19 P e m o a o G 18 17 16 15 14 13 12 1.5x3 I I 3x6= 3x6 FP= 3x8= 3x5= 3x6= 3x4= 2-2-12 I 1-11-12 2-1 22-4-12 1-11-12 o- I 0-1-820.2-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.12 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.20 14-15 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-17. REACTIONS. (lb/size) 12=849/0-2-12,17=1434/0-5-8 Max Gray 12=878(LC 4),17=1434(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/411,2-3=0/411,3-4=-1688/0,4-5=1688/0,5-6=-2365/0,6-7=-2365/0,7-8=1815/0,8-9=1815/0, 9-10=-1815/0 BOT CHORD 16-17=122/874,15-16=122/874,14-15=0/2167,13-14=0/2232,12-13=0/1066 WEBS 1-17=-073/0,10-12=1321/0,10-13=0/928,7-13=-517/0,5-14=0/295,5-15=642/0,3-15=0/1060,3-17=-1289/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)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 �Q1.0 PRQ """' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 s Uniform Loads(pif) \Co` yyGINE - /o Vert:12-18=x,1-11=-80 c� q 2 Concentrated Loads(Ib) 4"../ y Vert:1=-336(F) Ct 8 s40PE c" -7 ORE •N r.� Oyu&'RY 12.1, 0 �� SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 f _ i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �I Design valid for use only with Wet®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 �n. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPll Qualify Criteria,DSI-B9 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 Cams Heiahts,CA 95610 4 Job Truss Truss Type Qty Ply POLYGON R46042200 PL15-408_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMErlZkyCd11-aCh85ue0U2LEKp5BsoNXpan?BNtHiBteZAHB2syCcvi I °-6-.4-I 1-2-0 I I 0-8-7 vxd-F 1-2-0 1 1 0-6-1 I 1 2 3 4 5 4x4 = 6 Scale=1:12.9 _/ — 13 N , / • — __\ • 4x4 = 12 11 10 9 8 4x4= 4x4= I 2-10-11 1 3-5-11 I 4-0-11 1 4-11-4 I 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)- 12:0-1-8,Eduel,14:0-1-8,Eduel,15:0-1-8.Edua f7:Edge,0-1-81.110:0-1-8,Edae1.112:Edge,0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=-306/0 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)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. ���Ep PROsFFss �� 08NGIN4OPE EF6) ,9/011.7,/0-9 r i yilir 4/ORE Zo�o� 0 &xi ICY i2 00 SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 Ma Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall sA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTekp is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,058.89 and BCSI Building Component Suite 109 Safety Informalon 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 R46042201 PL15-408_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCd I1 aCh85ue0U2LEKp5BsoNXpanzKN rXi9VeZAHB2syCcvi I ° I I 1-2-0 I I °-8-7 I I t-2-0 I I 1-5-1 I 2-6-0 1 Scale=1:16.4 1.5x3 II 4x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 7 J • 0 N _\-- �b • e e 3x4= 13 12 11 10 9 8 1.5x3 II 1.5x3 II 4x4= 4x4= 3x4= I 2-10-11 13-5-11 I 4-0-11 1 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— f2:0-1-8,Edgel,F3:0-1-8,Edgel,f9:0-1-8,Edgel,ft0:0-1-8,Edoel.113:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 410=262/0,2-13=620/0,3-10=0/446,6_8=437/0 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. '\( 'tiD PROFF#5s ,,c 0NGINE9 /O 2 C ,,//:�_,4GPE mac' C!' 411111 ..-1 OREG '.� � o sooty o Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a i a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall (� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' -.c - is always required for stability and to prevent collapse with possible personal injury andproperty damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till Qua81y CrHeria,DSI-89 and Bal Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Carus Heiohts CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042202 PL15-408_UPPER F16 FLOOR 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:14 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-20 FXIDfeFMTSyzg N QV umLnK9Mn8oRT6nng01blyCcvh 1 2-4-4 I I 2--0 I Scale=1:40.3 1.5x3 II 4x5= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4 = 3x6 FP= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e e • e e m e e _ NN. Z c d N A e e e e •o 18 17 16 15 14 13 12 1.5x3 II 4x8= 3x6 FP= 3x5= 3x5 = 3x8= 3x4= 23-1-4 I I 23-1-4 Plate Offsets(X,Y)— I1:Edae.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.20 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.33 14-15 >848 360 BCLL 0.0 Rep Stress Ina YES WB 0.78 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 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) 18=1010/Mechanical,12=1010/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=1005/0,1-2=1224/0,2-3=-1224/0,3-4=-2770/0,4-5=2770/0,5-6=-3086/0,6-7=3086/0,7-8=-2175/0, 8-9=2175/0,9-10=2175/0 BOT CHORD 16-17=0/2134,15-16=0/2134,14-15=0/3069,13-14=0/2772,12-13=0/1246 WEBS 10-12=1544/0,10-13=0/1151,7-13=-740/0,7-14=0/388,5-15=370/0,3-15=0/789,3-17=1127/0,1-17=0/1535 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. k�\� 0AG(NEF9 i0,-V � [�OPE �' y.ORE'N N. 0 C0,41y RY 12'`Z mac, °osoo o Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. » Design valid for use only with MiTeks 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' isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPiI Quality Criteria,DSII-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 R46042203 PL15-408_UPPER F17 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-2OFXIDfeFMT5yzgNQVumLnK93n7FRURnngOlblyCcvh (?-7-4I 2-6-0 I 0-148 Scale=1:40.7 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 i e i. 3 e e N / a 21 d or 20 19 18 17 16 15 14 13 4x4 = 4x8= 3x6 FP= 3x5 = 3x5= 4x6= 3x4 = 0-1 f8 23-11-12 l 0-1-8 23-10-4 Plate Offsets(X.Y)- f19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Ina YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1581/0,3-4=1581/0,4-5=3040/0,5-6=-3040/0,6-7=3266/0,7-8=3266/0,8-9=-2265/0,9-10=-2265/0, 10-11=2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492, 2-19=1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. 7Ne.c \AG NEF�`PCO 2 C48 . 40 P E v_ Ilf A -7 A.ORE � +.� 0 '&40RY 12- ,‘•\ 0 OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE IIVIII Design valid for use only with M7ek®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 applicabitdy of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual:truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage.-For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informationavailable 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 R46042204 PL15-408_UPPER F18 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 I D:c53 KNt9 S8dZA N g LpvM EnZkyCd 11-Waov WZg G0g byZ7 F azC P?u?S H KAalA5Xx0 U m 17 kyC ovg 0-1-8 I 1-5-12 H3k4 = 2I 3x4 I I Scale=1:13.2 NMI Ilea II 6 III 1.5x3= ■■ 0 0 N 1.5x3= ■■N 5 ■Ull 2►� ■ Imo' k4111 b 3 1.5x3 I I 3x6= I 1-11-12 I 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Inc( NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:17 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=240/0-5-4,3=240/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 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. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p1f) Vert:3-4=8,1-2=280(F=200) ,1/4v3 PR OFe \`<- ‘9, soq2 ,N..1' 9ff8 .40PE 8 - ca y OR SON '., O C,yOCogRY'12 O,�C? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I 1 .r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. IC* Design valid for use only with M7ek®connectors.This design is based only upon parameters shown.and is for an individual building component.not a truss system.Before use,the buiding designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for 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 QuaMy Criteria,DSC-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 R46042205 PL15-408 UPPER F19 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 I D:c53 KN t9 S8 dZAN g L pvM EnZky C d I1-W aov WZg Go g byZ7 F azC P?u?sM2Aa IA5Xx0 U m I7kyC cvg 0-1-8 1.5x3 II I—I 1-7-4 I 1 3k4= 2 Scale=1:13.2 ME II 6 1IUI 1.5x3 =:I; ll=5 ■ % ■ Mie =, 3 1.5x3 II 3x4= 1-11-12 I 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.00 4 ""'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=76/0-5-4,3=76/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 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. 0.0 �� 8 4OPE fir' c..- OR ON +.� • 0 'OARY1220 0. 00 SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a I .. a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated 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/M11 Qoo ly Criteria,DSS-89 and SCSI Bending 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 R46042206 PL15-408_UPPER F20 Floor Supported Gable 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCdl1-WaovWZgGOgbyZ7FazC P?u?SN?AagA50x0U m 17kyCcvg Scale=1:16.7 1 2 3 4 5 6 7 8 9 10 0 o- 0 0l 0 0 0l o- o- 0 0 4 d N N 0 0 o- 0 0 . o- o e 20 19 18 17 16 15 14 13 12 11 1 11-4-8 1 11-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:55 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 11-4-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. ����� PR oFFss k7�\� ANG{NEF9 /&i. 8 >,40PE f O y ORE �N jC1/2i°"1RY o 12 �� O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103/2018 BEFORE USE. 101, Design valid for use only with M7eld&connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before vse,the budding designer must verify the applicability of design parameters and property incorporate the design into the overall '[ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi Eek. 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,058-89 and ICSI Building Component Suite 108 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cerus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042207 PL15-400 UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCc111_mMHjvhunzkpBHgmXwwERCPWgawIvY54F8VifAyCcvf 1.5xi II 0-7-12 I 2-6-0 1.15x3 II 1 2 4x4= 3 Scale=1:13.0 J L if., 5 4 4x4= 3x4= 0I1-$ 3-4-12 1 0.1 8 3-3-4 Plate Offsets(X,Y)— 15:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �,RED PROFFss r,5 NGiN `cR j0 2 c� 8 .40PE tet' -v OR SON r.� 0y-V�q RY 12 9, (.7 tjO SOON O Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. i- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate 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 preventcollapse 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-B9 and BCSI 6uBdtng Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sale 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042208 PLI5-408 UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:16 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd I1-_m MHjvhunzkpBHgmXwwERC P W IatPvW L4F8VrfAyCcvf I 1-3-12 I 2-6-0 I Scale=1:24.9 • 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 LI a/ .111N-— ZAIINN a 1_i o G d -01' 411111111111N'- N 1 A•• 10 9 3x4 = 3x5 = 3x5= 3x4= 14-3-12 a�s 14-2-4I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=977/0,3-4=977/0,4-5=1120/0,5-6=1120/0 BOT CHORD 10-11=0/426,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/498,4-10=263/0,2-10=0/682,2-11=721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���Eo PROFFss �c,N �NGiNEF9 i02� ct 8 .40PE f OP •9, ORE 0*. Oye./qiZ yRY AX \ °o °SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 0111-7473 me.10/03/2015 BEFORE USE. 1.1 + 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 buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' _ - _ is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Quality Criteria,DSB-89 and BCSI Building Component Solely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Gibbs Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-408 UPPER F23 Floor R46042209 7 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference Motional) 7.530 s Jul 11 2014 MiTek Industries,Inc Thu Dec 03 14:39:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkya111-Szw(wFiVVYHsgpRPySdSTzQyf7_AfetmDToFPBdyCcve 0-H4—I 1 2-6-0 I Dt8 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 210 11 m 3 4 5 6 7 8 9 xx e \ � 20 d NNN -4INN N d o a7N7 3 7 V 19 7. 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5 = 3x8 = 3x4= I 21-6-12 1 21-6-12 Plate Offsets(X,V)- 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 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) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=949/0,1-2=-414/0,2-3=-414/0,3-4=-2170/0,45=2170/0,5-6=-2686/0,6-7=-2686/0,7-8=1975/0, 8-9=1975/0,9-10=1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=1420/0,10-13=0/1027,7-13=-616/0,7-14=0/264,5-15=-495/0,3-15=0/908,3-17=1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 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. '\(F 0 PR pFFsd' c�5 �tJG1NFfi•4 /° 8 .40PE of OPI S 40 1Z) 9 ORE oN N. 0iS,„ RY 12?OAC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 4 / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M0-7473 rev.10/0312015 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 MMiek 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 Bonding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042210 PL15-408 UPPER F24 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:17 2015 Page 1 I D:c53KNt9S8dZANg LpvMEnZkyCd 11-SzwfwFiVVYHsgpR PySd STzQydv_FcezH DToFPBdyCcve 0-1-8 H I 1-8-12 1 1 2-0-8 1 2-6-0 I Scale=1:38.6 3x4= 1.5x3 = 1.5x3 = 3x4 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP=1.5x3 II 3x4= 3x4 I I 1 2 3 4 5 6 7 8 9 10 s1 •e /1 ® 9 e _ 20 ., o 7 Z /V d o 19o Anxxxx/Axxxx xxxxxxxxxxxA AAxxxxxxxxAA AxxxxxAJC AAA x 18 17 16 15 14 13 12 1.5x3.I I 3x6= 3x6 FP= 3x5= 355= 3x5 = 3x6= 22-412 I 2-1-4 l 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina NO WB 0.18 Horz(TL) -0.00 14 n/a n/a Weight:117 lb FT=0%F,0°kE 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 10-0-0 ocpurlins, 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. All bearings 20-5-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)12 except 13=489(LC 4),14=451(LC 4),15=417(LC 4),17=1052(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/496,2-3=0/497 BOT CHORD 16-17=301/21,15-16=301/21 WEBS 2-17=-303/0,1-17=694/0,3-15=111/271,3-17=364/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ���(� P R oF£ LOAD CASE(S) Standard ��\-�\ tNc'jNEF9 Ss/ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(-1f) 8 .40PE f Vert:12-18=8,1-2=-180(F=-100),2-11=-80 Concentrated Loads(lb) Vert:1=336(F) CI O1.9N.O,S,�02• 00470"oN o Digital Signature t EXPIRATION DATE: 12-31-16 December 4,2015 aisea_ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE I Design valid for use only with MTek!connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Quality Criteria,DSI-B9 and BCSI Building Component Suite 109 Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042211 PL15-408_UPPER F25 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-w9U18bi9lb XQa_91LziWdUsROcTNSmNiSyk3yCcvd 0-1H8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 0 9 10 11 12 13 14 15 16 17 18 0 g 38 d A d A a )ACX 7� X - - 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1-4-0 I 2-8-0 l 4-0-0 1 5-4-0 1 6-6-0 l 6-0-0 1 9-4-0 l 10-8-0 l 12-0-0 l 13-4-0 1 14-8-0 I 16-0-0 I 17-4-0 I 18-8-0 I 20-0-0 l 21-6-12 l 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 100 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 21-6-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. ��4tiD P R Ope. �'5 �NGINEF9 ��2 cr 8 Gs 1. of ' r -7 OR 4N J� Oy�&q R t 2.2-�C? 0,-, SOONO Digital Signature EXPIRATION DATE: 12-31-16 3 December 4,2015 4 I aikWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7173 rev.1OPo3/2015 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 vse,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi'9k' 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 Dually Crieria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042212 PL15-408 UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-OL2QL.>tin3u6N2kZLC2Ux2r1_dog76kwWx6kWGVyCcvc l 1-0-4 1 2-6-0 I 0-48 Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 e • o N - ii ° ''''' ,11- 21 3L N liNs. / 0 I 20 m e 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 0-018 24-4-12 I 0-1-8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Ina- YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1782/0,3-4=-1782/0,4-5=3190/0,5-6=-3190/0,6-7=-3366/0,7-8=-3366/0,8-9=-2315/0,9-10=2315/0, 10-11=-2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=1631/0,11-14=0/1238,8-14=-827/0,8-15=0/475,6-16=-283/0,4-16=0/699,4-18=1045/0,2-18=0/1464, 2-19=1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 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. i� : •640PE 'V<' !' "---9,A.ORE '.� O Oh• 04RY12•2 \0 00 SOONO Digital Signature EXPIRATION DATE: 12-31-16 3 December 4,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. ) ill" 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability andto 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/SP11 QualHy Criteria.DSII-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 R46042213 PL15-408_UPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:19 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd I1-OL2Q Lxjn3u6N2ItZL C2Ux2r10 Wovh6uZ Wx6kWG VyCcvc 1-7-4 I 2-3-0 I 0-1,iB Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 = 1r 2 3 4 5 6 7 is • 1 13 3 oG N.—Z-N. ZN CV --.-- 1 _ 12 1 10 9 > 3x4= 3x5= 3x5 = 3x4= I 13-5-12 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(rL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.13 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=888/0,3-4=-888/0,4-5=958/0,5-6=958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=-783/0,6-9=0/450,2-10=0/547,2-11=697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. ���,cp P R pp-So C--� �NG)NEF9 /0 2 ,,__'"II 8 •40PE 9r 9 OR SON r.� q(, &g9:-) : °° SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek` _ 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/I911 Gently Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane Safety Informafion 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 R46042214 PL15408_UPPER F28 FLOOR SUPPORTED GABL 23 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:3920 2015 Page 1 I D:c53KNt9S8dZANg LpvMEnZkyCd I1-tYcoZHkPgC EEgu7Xmm?Ab2aD3 BI2rMmgAmT3oyyC cub I 1-0-8 1.5x3 I I 1 3x4= 2 Scale=1:13.2 0 0 N 4 ��������47•' 1.5x3 II 3x4= q 1-3-8 0-D-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 '""" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Inca YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. RD P OFA- '61 �\co NAGI EFR s/.2 ,. 8 .40PE of 1111 LW , q�OR 'r ON es^. oyoo Sooty RY 12- o�� Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 f / itill.r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and'u 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/TPI1 Quality Criteria,DSI-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 R46042215 PL15-408_UPPER F29 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-tYcoZHkPgCEEgu7Xmm?Ab2aDABI3rMmgAmT3oyyCcvb 1 0-10-12 1.5x3 I I 1 3x4= 2 Scale=1:13.2 N N 4 ������ :ki 1.5x3 II 3x4= 1-1-12 0-0-3 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 ""`" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 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 bradng. REACTIONS. (lb/size) 4=28/1-1-15,3=28/1-1-15,3=28/1-1-15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. NG N F9 s'0 $$�� 2 "< (4 0PE 9c' 9, ORE`N ,:�o CyiV ? ,S.° yRYt2 ° s00140 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I mll ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not es a Inns system.Before use,the budding 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 ANS1/1101 Quatily Criteria,DSI-89 and ICSI building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 • Job Truss Truss Type Qty Ply POLYGON R46042216 PL15-408 UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 I D:c53KNt9S8dZAN gLpvM EnZkyCd I1-tYcoZHkPgCE Egu7Xmm?Ab2aD N B I5rMmgAmT3oyy CcVb 1.5x3 II 1 4x4= 2 Scale=1:13.3 L _1\ 0 0 N 4 3 1.5x3 II 4x4 = p 0-9-12 1 0.4-4 0-9-12 Plate Offsets(X,Y)— 11:Edge,0-1-81.13:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 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) 4=19/0-10-0,3=19/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. L� 8 a40PE --7_,(✓ y4.ORE �N ,, 0h.,�q RY 12-20&4 O sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 _ I 1411 A WARNING-Verily 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 component.not es 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 buss web and/or chord members only.Additional temporary and permanent bracing MiTek' . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually Criteria.001-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042217 PL15-408 UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdl1 bWM5H2ijKTWP8G6OpbeHapOpOQDcKOyCcva I 1-0-8 1.5x3 II 1 304= 2 Scale=1:13.2 " 0o CV 4 1.5x3 II 3x4= 1-3-8 0-0'-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 """" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 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. (Ib/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-40 oc. 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. �.`b v4G`INF,g`- 2 c� 8 .40PE 9f OP 9 ORE �N r.o OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE AW-747.3 __rev.10103/2015 BEFORE USE. £ Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated'15 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/rPll Qualify Criteria,051.89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heinhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R4604221B PL15-408_UPPER F32 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:3921 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdl1 bWM5H2ip<TWP8G60SbeEapUpOQDcKOyCcva 1 2 3 4 Scale=1:13.0 0 0 N - _ — r • . • 8 7 6 5 I 3-7-0 I 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BOLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. ��?,0 PROP ,s ,c\� (cNGiNEFR '? c " 8 .40PE <' y OR *ON ,.O O 0y Gq RY 12 2 �� OO SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/0312015 BEFORE USE. 1 Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the butding 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 !Alibi( isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- ` 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Cams Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15.408 UPPER F40 Floor Supported Gable 3 1 R46042219 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyC011-LkAAmdl1 bWM5H2ijKTWP8G6OrbelapOpOQDcKOyCcva 1 0-9-12 1 1.5x3 II 1 3x4= 2 Scale=1:13.2 o a 0 0 N N 4447 1.5x3 II 3x4= I 1-0-12 1-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-0-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=52/1-0-12,3=52/1-0-12,3=52/1-0-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. ,cok0 PROFFss ,.5 �tJGINE - p ./ 8 ,40PE 9t' dr ISO p v ORE . N. O-ire, Y i 2,`LO�O. SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 _ I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MOE..7473 rev.10/03/2015 BEFORE USE Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated n to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Crieda,DS8-89 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 Heiahts,CA 95610 Job Truss Truss TypeQty Ply POLYGON R46042220 PL15408_UPPER F41 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:3921 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdl1 bWM5H2ijKTWP8G6NDbeDapOPOQDcKOyCcva I 1-3-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 � N ".. 4 7* 1.5x3 1.5x3 II 3x4= I 1-6-8 I 1-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) 1/defl Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BOLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:12 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-8 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=78/1-6-8,3=78/1-6-8,3=78/1-6-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. �F�`�0 PR ores, �r\� 0NG)NRFh' io�9 8 e40PE r 7 ORE • Q,. OA/ 4RY i ? 2• 0o sooty ° Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i ®WARNING-Vertty design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Mil. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the bufiding designer must verily the applicability of design parameters and properly incorporate this design into the overall [Ariel building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and 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,D56.89 and ICS!Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Symbols Numbering System A General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property MEE4 offsets are indicated. I I (Drawings nat to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Iioh„ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. Q-1/16" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves li I M _ 0 %14%ibi may require bracing,or alternative Tor I 0_' O ry p bracing should be considered. aUOUlinglior ) 3. Neer exceed the esign loading shown never stackvmaterials on inadequately dbraced trussesa . 4. Provide copies of this truss design to the buildinnd For 4 x 2 orientation,locate c» C6-7 cs" designer,erection supervisor,property owner and plates 0-14d' 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 *Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and by symbolTrusses are designedplanein all respects,equal to or better than that 41" Indicated shown and/or for wind loads in the 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 BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without priorapproval of an engineer. ■=0 reaction section indicates joint MIIIII number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. SIN IIIIIIII 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 1111 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MDela 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 Re: 5019-A POLYGON 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: K1301115 thru K1301134 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. ,.<„ PRQFfs'c.070' t4,GINEis• d, ` 89782PE p�' Y? OREGON `" 1:9 1/21RY k PAUL ACJ i 1 22016 July 13,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 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=(-37) 41 3-5=(-120) 127 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 59 WEBS: 2x9 KDDF STAND 3-4=(-10) 5 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 PIP 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" -69/ 325V -29/ 78H 5.50" 0.52 KDDF ( 625) LL = 25 PxSF Ground Snow (Pg) 4'- 0.0" -22/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spaciig. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed= 0.223" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.018" @ 2'- 1.8" Allowed= 0.335" 1 1 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -, load duration factor=1.6, IIIIIIIIIIIIIIIIIIIrl:llM-3x4 Truss designed for wind loads in the plane of the truss only. Ph 0 tut O 1 Ntol Ofi 7f 1 2 W�• -, 0 M-1.5x3 y l J' 3-08-04 0-03-12 1 .1, l 1-00 4-00 �� EO PR 0F'Fs co c` NGINE�cR _ro* ' 9782PE N JOB NAME : 5019-A POLYGON - Al <^'/ ,' "='_ Scale: 0.6145 / /^ I WARNINGS: GENERAL NOTES, unless othennise noted V "! 1.Builder and erection contractor should be advised of d General Notes 1.This design abased only upon the parameters shown and Is for an Individual 17 OREGON pN. �}. Truss: Al and Warnings before construction commences. battling component.Applicability of design parameters and proper 1. lie CP �s, • 2.2o4 compression web bracing must be Installed where shown•. Incorporation of component k the responsibility.list building designer. CIA `_: G. �V 3.Additional temporary bracing to Insure wbiRy during construction 2 Design sesames the lop and bottom droll.to M laterally braced al ' Y J Is the responsibility of the erector.Additional permanent bracing of continuous ssheathing such es plywood sheathing(TC)ardlo dryvAg ely unless braced throughout their BC). //1�' + (� DATE: 7/13/2015 the overal structure b the responsibility of the building designer. 3.2a limed bldging or Inters!bracing required where show«« by dir �r'1 U�,.. ` 4.Na load should be applied to any component anti after aN bracing and 4.Installation of truss Is the respeniMlty of the respective contractor, SEQ.: K 13 01115 fasteners are complete and at no time should any bads greater than 5.Design assumes truss.s are to be used in a non.00rrashe environment design baa.be applied to any component. end ere for"dry condition"of use. TRANS I D: LINK B.CompuTrue has no control over end assumes no responsibility for the 8.Design mss hill bearing I leuPpons shown.shim or wedge if EXPIRES: 12/31/2016 fabrication.handing,shipment end Installation of component". 7.Desigassumes adequate drainage In provided. July 1 3,201 5 B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center TPVWTCA in SCSI,copies of which MN be furnished upon request. lines coincide wth Joint canter lines. S.Digits indicate site of plate in Inches. MITek USA,Ina./CompuTrus Software 7.6.6(h )-N 10.Ferbestc connector plate design values see ESR-7311,ESR-1988(MITek). This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1-2=(-84) 61 1-4=(-37) 39 2-4=(-120) 126 BC: 2x4 KDDF 41S13TR SPACED 29.0" O.C. 2-3=(-10) 5 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 PSF 0'- 0.0" -20/ 168V -27/ 69H 5.50" 0.27 KDDF ( 625) 3'- 10.5" -26/ 158V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �CDND 2• D h k d f tf-5 1 1' 4 '�g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.0" Allowed = 0.223" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.016" @ 2'- 1.0" Allowed= 0.334" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 6.8" 3-06-12 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.8" f T T 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 z ialifi 1 0 0 N N H [ 1O I 1 POSM N�4 M-3x4 M-1.5x3 1 l 3-06-12 0-03-12 y y 3-10-08 co,���,Ah1GN -„ �/0 'v' 89782PE ;" JOB NAME : 5019-A POLYGON - A2 1i ./- ,-- ..___%,„.:,- --j Scale: 0.5958 r// �-+/1 WARNINGS: GENERAL NOTES, unless otherwise noted V ^ `} '^ Truss: A2 1.Balder end erection contractor should be advised Mal General Notes I.This design is based only upon the parameters shaven and Is for en Individual 9 OREGON 3EG ON �-J end Warnings before construction commences. balding component.Appicabilly of design parameters and proper �ryQ 2.2x1 oomproubn wale bracing Masi be installed Where shown 4. Incorporation of oomponem is Me rosponsibptiy of the building designer. eT •4 Y 1 r ?'" C" 3.Adtlitlonal temporary foraging to Insure stability during construction 2.Design assumes the tap and bottom dards to be laterally braced el J is the rospeneiblltiy of the grader.Additional pennaneM bracing of 2 o c and at 10 c.c.rospectIvey unties braced throughout Meir length by continuous sheathing 5,suer lasb pNwood rs sheathing(TC)leer send/or tlrywap(BC). �"}, ,+1 � DATE: 7/13/2015 the overall structure I.the responsibility of the building designer. S.?r impact bodging or lateral bracing requked where shown ♦ U L SEQ.: K 13 01116 4.No load should be applied to any component amp ager ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses era to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition fuse. 5.Cenrpnitvs ha,Os centre)ever end ass/rn..so raaponslbitty let the 8.De.go assumes full bearing nall supports anaWn.shlmarwedge u EXPIRES: 12.31/"2016 Iebrlcatbn,handling,shipment end Installation of components. 7.necessary. 8.This design Is furnished subject to the limitations set tech by 8.Metes nshall be locaassumes ted one both faces drainage lof trusss , placed so their center July 13,2015 TPIM'TCA In SCSI,copies of which will be furnished upon request. Nees coincide with(oint anter lines. MiTek USA,Inc./Com uTrus Software 9.Digits indbsle elm of plate in Inches. 7.6.6 qL F ( E- 10.For basic connector plate design vedues sea ESR-1317,ESR-191N8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.8" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR 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. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.1ft, 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, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING 7-07-14 7-07-14 TO ONE FACE ONLY 4 T 4 12 IIM-4x4 12 14.00 V 2 "14.00 II.11 roo of .11111111111111111 .11 r- 1111111.11111.1M111 .11111111111M11111111111111111 I q 6 ti PROFFs4 J. y y eco MAGI NE ` rp 1-00 15-03-12 CJ' ' •9 /l444 am 4t` )39782PE JOB NAME : 5019-A POLYGON - AGE Scale: 0.2782 f' z ,..- �- WARNINGS: O.This design unyupanpe mete: '?O REGON�o�� 1.Bolder and erection contractor should be advised of all General Notes 1.Tib design N based only upon the parameters sham and h kr en individual Truss: AGE and Warnings before construction commences. building component Applkebility of design parameters end proper �s 2.2t4 compression web bracing must be installed vbere shown.. incorporation of component lathe responsibility of the bnldWg detlpner. .�j s4/ y 1 b ‹ ,. 3.Additional temporary bracing to Inure stability during conetructieo 2.Design mmmes the lop end bottom dross la M Wordy bread at _4 lame responsibility of the erector.Additional permanent bracing of continuous shaating such as plyw°od sctively wrest heathing(TC)and/or dtywrN BCced throughold their length). -lirI' DATE: 7/13/2015 IM overall structure Mme roeponelbilly of the building designer. 3.2i impact bridging or lateral bracing requked where shovel a a 1:AIJ�- SEQ. : K 13 0 1117 4.No load hould be applied to any component until eller ail bracing and 5.4.DesiInstallation etbt uss is the he reespo sibe usInof the II,a.psotbbe•environment raetenars are complete and et no time should any loads greater than g design teed.be applied to any component 8. are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus Ms no control over end assumes no reepontbgty tar the e_Designrymm..8 l M°cin°at°'supports hewn.5Nm or an ° EXPIRES. 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. July 1 3,2015 8.This design is furnished sub)ed to the limitation sat forth by 8.Plates shall M located on both faces Ohm,and plead so their center TPINJTCA In BC51.copies of Mich wit be furnished upon request. Ines colndde with Mint center line. 5.Digits indicate size of pieta In inches. MITek USA,Inn./CornpuTras Software 7.6.6(1L)-E 10.For basis connector plate design values me ESR-1311,ESR-7888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-04 GIRDER SUPPORTING 44-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR 20-05-04 GIRDER SUPPORTING 50-03-00 FROM 12-00-00 TO 20-00-00 1- 2=(-13024) 2952 8- 9=( -420) 1010 8- 1=(-8040) 1828 11- 5=(-4760) 1232 BC: 2x8 RODE S5 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-11526) 2630 9-10=(-3122) 13964 1- 9=(-3258) 14498 5-12=(-1558) 6856 WEBS: 2x4 KDDF #1SBTR; 3- 4=( -7682) 1874 10-11=(-1650) 7356 9- 2=(-5728) 1316 12- 6=(-7870) 1822 2x6 KDDF #1SBTR A LOADING 4- 5=( -7682) 1874 11-12=(-1614) 7446 2-10=(-7342) 1708 6-13=(-5600) 1300 LL = 25 PSF Ground Snow (Pg) 5- 6=(-11672) 2674 12-13=(-3252) 14524 10- 3=(-1478) 6596 13- 7=(-3406) 15146 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 5.2"6Y 7=(-13606) 3084 13-14=( -238) 1054 3-11=(-4584) 1178 7-14=(-8394) 1908 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 525.0)+DL( 377.0)= 902.0 PLF 0'- 0.0" TO 11'- 0.0" V 11- 4=(-2754) 11284 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 20'- 5.2" V BC UNIF LL( 603.1)+DL( 410.1)- 1013.2 PLF 12'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA J," ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE 1Q.IN. (SPECIES) Join together 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2189/ 9707V -279/ 279H 5.50" 15.53 KDDF ( 625) nails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 5.2" -2215/ 9818V 0/ OH 5.50" 15.71 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 top chords, V 4" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lO PSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-05-01 6-09-09 6-09-09 3-05-01 MAX LL DEFL = -0.160" @ 13'- 9.2" Allowed = 0.976" f 'I' T j' 'f MAX TL CREEP DEFL = -0.324" @ 13'- 9.2" Allowed = 1.301" 3-05-01 3-06-08 3-03-01 3-03 3-06-09 3-05-01 T .1 'I' ' 1' .1' f MAX HORIZ. LL DEFL = 0.028" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.046" @ 20'- 2.5" 12 12 M-4x12 14.00 14.00 Design conforms to main windforce-resisting 4.0" 9 system and components and cladding criteria. i1 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-4x8 3 • int-10x10 '"M-10x10 M-5x16 M-5x16 I. 2p ■c- o ��`� Av�I � o A h41`©iG`.1iinn1 Si; ua�1©�l o N t' t MI to 1-III�N ��-m��l N 8 9 10 11 12 13 -i4 ". M-3x10 M-7x10 -M-10x10 M-7x10 M-12x14 M-12x14 M-7x8(5) M-3x10 1 1 l l ), 1 l 3-01-09 3-06-08 3-06-08 3-06-09 3-06-09 3-01-09 PR y 8-05-04 y 12-00 y ,�r� NGIN4 L�`S•'y'/ 20-05-04 4� R _2 89782PE -92.... JOB NAME : 5019-A POLYGON - AGIRDER f�`f =� Scale: 0.2186 1�.. • / WARNINGS: GENERAL NOTES, unless ethenhe noted, J Truss: AGIRDER 1.Sulkier and eradwn contractor should be advised 01.1 General Netes 1.This design is based only open lbs parameter.shown and b for an individual "9 OREGON (�" and Warnings before construction commences. building component.Applicability of design parameters and proper ��// V 2.254 compression web bracing mus be Installed Moors shown.. incorporation of component Is the responsibility of the bugling designer. .r[)� (J/(� r ,Zr 3.Addblenel temporary peeing to Insure stability during construction 2.7estgn assumes ms top end bottom e..braced to be laterally throughout brocod at T "T J 1 Is me responsibility et the arodol.Additional permanent brodng of co.end at I2 hie.reapectNety unless throughout their length by DATE: 7/13/2015 the worth structure Is the responsibility f the build) designer. 2v Impact sdgIng or such e.plywood aired here ee,,and/ar drywaN(BC). PAUL i t �' ty o n0 3.Installation Impact bddging or lateral bndng required MTero shown.. A V L S EQ.: K 13 01118 4.No bad should be applied to any component until eller sA bredrg and 4.B.&gnof trues Is the ro.ponsl of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes tenses are to be used m a nonconoaive environment, TRANS ID: LINK design loads be applied to anycompenent. end.,.B,dry sendftlefl etc... 5.CompuTrus has no control over and assumes no responsibility forB.the B.Design assumes rust bearing at al coppeds shown.sem or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. nary. 7.Design assumes adequatebethfacelapru..,an July 13,2015 9.TNa design b furnished subject to the limitations sal forth by B.plates shag be located on both faces of truss,and placed w their comer TP4WfCA In BC51,copies of Mich Mtg be furnished upon request. Anes coindde with)Dint center lines. S.0611.Indicate the of plate in Inches. Wel(USA,Inc./CompuTfus Software 7.6.6(11..)-E 10.for basic connector plate design values the ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 11.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16.0TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 204 KDDF #168TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir.), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UOS. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 6-11-12 6-11-12 q 1 1' 12 IIM-4x4 12 14.00 7 2 ' 14.00 411iI corn o o I 0 o I I NCV f5 �� ''U P R OFFss ,if ,L. 13-11-08 y1-00 �NCa1NER ° ir 't' 8 782PE <' JOB NAME : 5019-A POLYGON - B1 : Scale: 0.2802 .. .--. WARNINGS: GENERAL NOTES, unless olherv4se noted: ""i p 0, 1.guilder and erection contractor should be edvied of e"General Notes 1.Tide design I.based only upon the parameters shown and Is for an individual II OREGON �. Truss• B1 and Warnings before conetrucibn commences. building component.Applicability of design parameter.and proper 4,/, (� • 2.2a4 compronbn web bracing must be Installed where shown.. Incorporation of component Is the roeponelbNly of the building designer, A[y y.: 4; `- 3.Additional temporary bracing to Insure stability during construction 2.Desitin assumes the top and attain choles to a Morally Maud at s T _4 Is the responsibility el Ina erector.Additional permanent bracing of 7 0.0.end et ee o.e.respectively unless braced throughout Meir length by vs4 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �A U L DATE: 7/13/2015 the overs"structure Is the responstb"ly of the building designer. 3.2s Impact bridging or lateral bracing required where shown n n 4.No load should be applied to any component untl erter al bracing end 4.Installation or truss is the responsibility of the respective contrastar. SEQ.: K13 01119 fasteners are complete end at no time should any leads greater than 5.Design.seams.craws ere to be Meed in.nen-corrowe environment. TRANS I D: LINK deeign loads be applied to any cemponem. end aro for"dry condition o1 see. R CumpuTms has no control over end assumes no responsibility for the B.Design mums full bearing at°"supports shown.Shim or wedge g mEXPIRES: 12/31/2016 q fabrication, p,shipment end installation of component.. 7.Design assumes adequate drainage Is prodded. July 1 3,2015 is lam S.This design Is furnished subled to the limitations set forth by e.Plates shall be located on both feces of truss,and plead so their center TPLSNFCA in SCSI,copies of which will be fumiehed upon request. Inesindicate s oindde sloe of lotnt t center inches. Innes. B. Wel,USA,Inc iCompuTras Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-08 GIRDER SUPPORTING 48-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4826) 1132 6- 7=(-286) 320 6- 1=(-5704) 1304 8- 4=(-1122) 402 BC: 208 KDDF #14BTR 2- 3=(-3956) 1050 7- 8=(-782) 3052 1- 7= -758) 3414 4- 9=( -368) 1448 WEBS: 206 KDDF #2; LOADING ( 2x4 KDDF STAND A 3- 4=(-3956) 1050 8- 9=(-692) 3052 7- 2=( -366) 1448 9- 5=( -758) 3414 LL = 25 PSF Ground Snow (Pg) 4- 5=(-4826) 1132 9-10=( -82) 304 2- 8=(-1122) 402 5-10=(-5704) 1304 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.5" V 8- 3=(-1522) 5686 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 578.1)+DL( 413.1)= 991.2 PLF 0'- 0.0" TO 13'- 11.5" V BC LATERAL SUPPORT <= 12"OC. UON, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA J,- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) Join together 2 ply with 3"0.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1668/ 7365V -289/ 2890 5.50" 11.78 KDDF ( 625) nails staggered et: 13'- 11,5" -166B/ 7365V 0/ OH 5,50" 11.78 KDDF ( 625) /�/ BOTTOM CHORD CHECKED FOR IO PSF LIVE LOAD. TOP '/�\/V/5\/Y 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, [COND. 2: Design checked for net(-5 peE) uplift at 24 "oc spaci,g. 5" oc 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.032" @ 6'- 11.7" Allowed = 0,652" MAX TL CREEP DEFL = -0.065" @ 6'- 11.7" Allowed= 0.869" 6-11-12 6-11-12 ' 1' MAX HORIZ. LL DEFL = 0.004" @ 13'- 8.8" 3-09-06 3-02-06 3-02-06 3-09-06 MAX HORIZ. TL DEFL = 0.007" @ 13'- 8.8" 12 Design conforms to main windforce-resisting M-4x6 12 system and components and cladding criteria. 14,00 \14.00 /// 4,0" Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 3n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), P" load duration factor=1,6, �I l Truss designed for wind loads in the plane of the truss only, M-3x4 :-3x42 4'f M-3x10 M-3x10 f iiiiilli 11\ -, o oo til . Io i_i �a A� o N 6 7 e 9 _.10 -i M-3x10 M-4x10 =M-10x10 M-4x10 M-3x10 Iy y 3-05-14 y 3-05-14 1 3-05-14 . y 3-05-14 y r Rt/ t9 y 13-11-08 y �� :.:6 �N �V�i'� . �ZC/ V 782P yr JOB NAME : 5019-A POLYGON - B2 Scale: 0.2567 ��- 6' \ WARNINGS: GENERAL NOTES, uulan otnerwix noted �' 1.Builder and erection contractor should be advised old General Notes I TMs design is based only upon the parameters shown and Is for en Individual "V OREGON hT�. Truss: B2 and Warnings before construction commence., build) V g re component,Applicability i th or design parameter.andad proper 2.254 compression web bracing must be installed where!shown+. Incorporollen of component Is me rosponstbNity Who building designer. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the rep and bottom chores to be kteraNy braces et 1.91.1...G4 V '� Is the responsibility Si the erector.Additional permanent bracing of T o e end at 10ea ase.roepacts plywood odea.braced throughout their length by 1 DATE: 7/13/2015 the ovenp stNclure b IM ro nalbui continuous eng such as .heat siren.)anaror drywall(Bcj. • ry ['� spo ty component building designer. 3.in Impact bridging or lateral bracing required where.hewn.. I' `1 SEQ.: K 13 0112 0 4.No bed Mount be applied to any until alter all brodrg and 4.Installation of truss is the respon9biNty of the'esp.*.wMrador. fasteners are complete and al no time should any bads greater than B.Design assumes tunes are to be used Ina non-corrosive environment, TRANS I D: LINK design leads be applied to any component. end ere for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility ler me 6Design ecesea saunas full bearing at ell supports Mown.Shim or wedge If EXPIRE v` � / 01 fabrication,handling,shipment and installetion of components. ry. G+1,,' 7.Designsshat assumes adequateonbeth ace is truss,a. July 13,2015 S.Thle design is NmiaMdsubject smmthe Nbelbne set forth by S.Plates shag be located on facesbothof trues,and placed as their center TPWVTCA in SCSI,copies of which wig be furnished upon request. line coincide vMh joint center lines. Wel(USA,Inc./CompuTrus Software 7.6.6(11.)-E9.Digits indicate size of plate In inches. 70.For basic connector plata design values ase ESR-1317,ESR-19313(MITek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 96'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR LOAD DUSPAIED I2CR0ASE = 1.15 1- 2=( 0) 50 12-13=(-582) 1899 2-12=1 -219) 225 8-17=( -54) 196 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -52) 88 13-14=(-686) 2347 12- 3=(-2986) 959 17- 9=( 0) 209 3- 4=(-2290) 991 19-15=(-587) 2202 3-13=( -53) 658 9-18=(-3044) 1138 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2951) 1129 15-16=(-599) 2175 13- 4=1 -439) 161 18-10=( -263) 281 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2025) 1077 16-17=(-777) 2935 4-19=( -126) 194 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-2023) 1079 17-18=(-884) 2440 14- 5=( -71) 431 TOTAL LOAD = 42.0 PSF 7- 8=(-2627) 1193 5-15=1 -723) 490 8- 9=(-2920) 1234 15- 6=( -675) 1979 OVERHANGS: 12.0" 12.0" 9-10=( -62) 151 15- 7=1 -920) 516 LL = 25 PSF Ground Snow (Pg) 10-11=( 0) 50 7-16=( -163) 674 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=( -407) 293 LIVE LOAD AT LOCATION($) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -345/ 2056V -335/ 310H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2057V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacillg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.177" @ 30'- 2.0" Allowed = 2.267" MAX TL CREEP DEFL = -0.335" @ 30'- 2.0" Allowed = 3.022" MAX LL DEFL = 0.002" @ 97'- 3.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.002" @ 97'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.081" @ 45'- 11.5" MAX HORIZ. TL DEFL = 0.130" @ 45'- 11.5" Design conforms to main windforce-resisting 22-01-08 24-01-08 system and components and cladding criteria. Wind: 190 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �9-00-06 6-00-06 6-00-06 6-00-06 6-00-06 T 6-00-06 T 6-01-15 T 5-10-13 T (Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,� ,� ,� T load duration factor=l.6, 12 12 Truss designed Inc wind loads M-4x6 6.00 6.00 Q in the plane of the truss only. 9.0" M-3x9 M-3x9 M-5x6(5) 5 M-5x6(5) 0.25" t0:25" M-3x8 If\ /),p0::.7-4X4 3 M-1.5x3 f + M-1.5x3 m f 1 2 + + 0 -�(Mo o / o 15 �1f 17 1 PROr N 1z r 3 14 T is 0.25" M-3x4 M-5x6 rl �/ r M-4x6 M-3x4 0.25" M-3x8 M-5x6' )' M-sx)'(s) l l �j;11V���/0 y y y 6-00-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 l y l l 1-00 CC. �39782PE 9r' 1-00 96-03 JOB NAME : 5019-A POLYGON - C7Scale: 0.1267 it WARNINGS: GENERAL NOTES, unless otherwise noted. -y1,OREGON^�_) t. I.Builder and erection contrador should be advised or al General Note. 1.Tide design Is based only upon the parameters shown and:arm en Individual 77 �,3 Truss: C 7 end Warnings before construction conxnenns. building component.Applicability of design parameters and proper 2.2x4 compression web bredn9 must be Inststbd where shown a. Incorporation of component Is me responsibility of the budding designer. 9 q RY 15 4$ p E Design assumes the lop and bottom chords to be Morally braced at 3.Additional temporary bracing to Insure stability during construction 7 o.c.and at 117 ob.respectively unless band throughout melt length by Q. NI Is the responsibility of the eredor.Addhbnel permanent bracing of continuo.sheathing such as plywood sheathing(TC)endbr drywaf(BC). Pq.UL {, DATE: 7/13/2015 the overall structure Is the reeponabfity or the budding designer. 3.2x Impact bridging or lateral bracing required where shown«a 4.No bad should be applied to any component until ager al bracing end 4.Installation of truss Is the respeneiblaty of the respective contractor.SEQ.: K 13 01121 fasteners are complete end at no time should any bads greater than B.Dellen assumes Misses are to be used Ina nor.oernr.e environment, and ere for"dry melon"of use. �/p{ p /y}�a fj / TRANS ID: LINK design bads be applied to any component. 6.Designname.full bearing at al supports stwwn.Shim or wedge 11 EXPIRES: 12/3112016 5.campurruan..rwaomrolawer.na.esumesnon.ponaalgybrm. rte fabrication,handing,shipment and metallaonn of eompenenls. 7.Design ssumes adequate drainage:.presided. July 13,2015 6.ThI.design Is furnished eubJect to the Iimltatlens set forth by 8.lPlates ines col.8 with located IM n b both r lfaces of truss.and placed so their center TPIM7CA n ECM,copies of which MN be furnished upon nqussi. s. 9.Digits indicate We or plate In Inches. MITER USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-0311.ESR-0066(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 11-12=(-538) 1786 1-11=( -89) 98 15- 7=( -409) 294 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2- 3=(-2198) 990 12-13=(-665) 2294 11- 2=(-2417) 1021 7-16=( -55) 198 WEBS: 2x9 KDDF STAND 3- 4=(-2410) 1129 13-14=(-575) 2171 2-12=( -79) 711 16- 8=( 0) 202 LOADING 4- 5=(-2005) 1073 14-15=(-591) 2156 12- 3=( -495) 185 8-17=(-3026) 1130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2002) 1070 15-16=(-770) 2418 3-13=( -101) 203 17- 9=( -263) 281 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2607) 1185 16-17=(-879) 2426 13- 4=( -79) 402 TOTAL LOAD = 42.0 PSF 7- 8=(-2903) 1227 4-14=( -699) 431 OVERHANGS: 0.0" 12.0" B- 9=( -62) 151 14- 5=( -669) 1460 en For faun LL = 25 PSF Ground Snow (Pg) 9-10= ger specs. - See approved plans ( 0) 50 14- 6=( -921) 516 6-15=( -163) 675 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1964V -334/ 299H 5.50" 3.14 KDDF ( 625) 46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 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 = 0.174" @ 29'- 11.0" Allowed = 2.254" MAX TL CREEP DEFL = -0.329" @ 29'- 11.0" Allowed= 3.006" MAX LL DEFL = 0.002" @ 47'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 0.0" Allowed= 0.133" MAX HORIZ. LL DEFL = 0.079" @ 45'- 8.5" MAX HORIZ. TL DEFL = 0.127" @ 45'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 21-10-08 24-01-08 f Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' f f T T 'f '( 'f load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 M-4x6 in the plane of the truss only. Q 6.00 4.0" 5 .f,/ "IN M-3x4 M-3x4 M-5x6(5) 4 M-5x6(5) 0.25" \1117)pri::7-4X4 .25" 3 l*If\ M-3x6 , e'''''''''''''''''''''''''/ 2 M-1.5x3 i I� / + • M-lo 5x3 11 4 12 13'f 14 ‘ 5 16 i 7 M-4x6 M-3x4 0.25" M-3x8 0.25" M-3x4 M-5x6 '- � Pp [M-5x6(5) M-5x6(S) `LC` so,„y l l l l l l AANF C/� \ G 05-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 C? � . .1 ,b y y 1...,:.46-00 1-00 4t' $ 782PE � JOB NAME : 5019-A POLYGON - C5 //// f.-� -_> Scale: 0.1395 P„ --- "-� 'c WARNINGS:uiderO.Th/.d desigNOTEn uaeseonthrwise eparamtstl , 1' OREGON N. Truss• C 5 Balder and erection contractor entad be advised of al General fumes This design Is breed only upon y parameters ara sewn and is for an IntlN tlual v Off. • and Warnings before cansirucllon commences building component.Applicability of design parameters and proper 15, 2.2a4 compression web bracing mug be installed where sewn". Incorporation of component Is IM responsibility of the building designer. �j ^ r yy. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et l - =7 •Y ',J ��j.` I°the responsibility of IM erector.Additional permanent bedng of 2 o.c.end al iP o.c.respectively ueess braced throughout their length by V DATE: 7/13/2015 the overall structure la the responsibility of the building designer. continuous sheathing en ouch es plywood sheeming(TC)end/or dryw2A(BC). �+k 3.2s impact bridging or here braang required where.sown.e• Pq,U L,. T1 SEQ.: K 13 0112 2 4.No load should be applied to any component until after*bracing and 4.Installation of truss Is me responablby or the reapectbe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses ere to M used in a noncorrosive environment, TRANS ID: LINK deslgn loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility ler the (1.Design assumes fall!bearing at el supporta shown.Shim or weds.if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design ens umes d. 8.This design Is furnished subject to me IlmIatbne set forth by 8.Plates shall be located ate drainage is se don both faces of truss,and placed so their center July 13,2015 TPI,WICA in SCSI,copies of which will be Nmished upon request. lines coincide with joint center lines. MTek USA,Inc./Com uTrus Software7.6.6(114-E 9.Digits Indicate she of pale in Inches. Pto.For basic connector plate design values see ESR-1311,E512-19(18(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0" - IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 11-12=(-538) 1786 1-11=( -89) 98 15- 7=( -409) 294 BC: 2x4 KDDF 014BTR SPACED 24.0" O.C. 2- 3=(-2198) 990 12-13=(-665) 2294 11- 2=(-2417) 1021 7-16=( -55) 198 WEBS: 2x4 KDDF STAND 3- 4=(-2410) 1129 13-14=(-575) 2171 2-12=( -79) 711 16- 8=( 0) 202 LOADING 4- 5=(-2005) 1073 14-15=(-591) 2156 12- 3=( -495) 185 8-17=(-3026) 1130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2002) 1070 15-16=(-770) 2418 3-13=( -101) 203 17- 9=( -263) 281 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2607) 1185 16-17=(-879) 2426 13- 4=( -79) 402 TOTAL LOAD = 42.0 PSF 7- 8=(-2903) 1227 4-14=( -699) 431 OVERHANGS: 0.0" 12.0" 8- 9=( -62) 151 14- 5=( -669) 1460 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 6=( -921) 516 M-1.5x4 or equal at non-structural 6-15=( -163) 675 vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1964V -334/ 299H 5.50" 3.14 KDDF ( 625) 46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "coo spacil'g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.174" @ 29'- 11.0" Allowed= 2.254" MAX TL CREEP DEFL = -0.329" @ 29'- 11.0" Allowed = 3.006" MAX LL DEFL = 0.002" @ 47'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 0.0" Allowed= 0.133" MAX HORIZ. LL DEFL = 0.079" @ 45'- 8.5" MAX HORIZ. TL DEFL = 0.127" @ 45'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 21-10-08 24-01-08 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' f f ,r 'f 1' '( ' '( load duration factor=l.6, 12 12 Truss thedesigned offox thewind trussloads i M-4x6 " only. 6.00 d 6 00 I:2' 4.0" 5 4d M-3x4 3.1' M-3x9 • M-5x6(5) 4 M-5x6(5) 0.25" 0.25" 3 M-3x6 + + :M-4x4 z 111-:::7-4,x4 ', M-1.5x3 /- M-1.5x3 rn v1 \I\�• 0 -lo sn N f 11* 12 13 14 15 16 ,7 1'y M-4x6 M-3x4 M-5x6(S) M Sx6(S).25" M-3x8 M-3x4 M-5x6 �CO P R oFe k k , l 1 k l •Co '��G I N E�c9 /© 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 ) y 44.7c9 y 46-00 1-00 '' ,/89782PE r JOB NAME : 5019-A POLYGON - C4 /�_-� =� Scale: 0.1395 p „ -� WARNINGS: GENERAL NOTES, unless otherwise noted, V f 1.Bulkier and erection contractor should be advised of al General Notes 1.This design le based only upon the parameters shown and N for en Individual -74( REG ON n', �,,,.. Truss: C4and WemMgsbefoeconstruction commences. building componentApplicabl,/ofdesignparameersandproper 2.b4 compression web bracing must be Metaled where shown.. k m ention of component Is the responsibility of the building designer, +' G'4 RY ,� Z' at 3.Additional temporary bracing to insure stability during construction 2.Desitin assumes the lop and bottom ce bread to be Merely braced en -+ e the re tlbilly of the erector.Additional 1 bracing of a7 o.c.end a110 0°reach a.ply unless bread ihroughoul their length by '� eponpermanent continuous sheathing such as plywood sheathing(TC)and/or drywall/13C). � ..'+t L` DATE: 7/13/2015 the overall structure la the responsibility of the building designer. 3.Ze Impsd bridging or lateral bracing required where Moen a* �.1 r 4.No bus Is ad should be applied to any component anti after el bracing and 4.Inetalallon etbthe responsibility of the respective contractor. S EQ.: K13 0112 3 fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used Ie a noncorrosive envlronmeM, TRANS I D: LINK design bads be applied to any component. and Design a eume>are for"dry A"dl:en"6 use. 5.CompuTruehas nocontrol over and assumes noresponsibility for ms 6.„°� """sari" at leu """°�'3"'m°""°°°" EXPIRES:: 12/31/2016. emry. fabrication.handling,shipment end Installation of eempenente. 7.Design assumes adequate drainage is provided. July 1 1 3,2015 6.Thio design is furnished subject to the limitations sat forth by 8.Plates ehel be located on both fans of wee,end placed so their center TPWOTCA in ECM,copies of which will be fumiehed upon request. G.Ines nefte indicate with joint center lines. plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1L)-E 10.For basic conned°,plata desgn values see ESR-7317,ESR-1gea Wee) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 10-11=(-379) 1555 1-10=( -88) 62 6-14=( -177) 161 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. 2- 3=(-1884) 434 11-12=(-394) 1939 10- 2=(-2077) 431 14- 7=( 0) 576 WEBS: 2x4 KDDF STAND 3- 4=(-1983) 508 12-13=(-316) 1768 2-11=( 0) 574 7-15=(-1893) 373 LOADING 4- 5=(-1513) 496 13-14=(-254) 1460 11- 3=( -357) 131 15- 8=( -271) 178 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1519) 481 14-15=(-258) 1173 3-12=( -162) 146 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1654) 429 12- 9=( -26) 469 TOTAL LOAD = 92.0 PSF 7- 8=( -104) 135 4-13=( -750) 260 OVERHANGS: 0.0" 12.0" 8- 9=( 0) 50 13- 5=( -270) 1022 .. For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 13- 6=( -372) 180 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -262/ 1705V -319/ 354H 5.50" 2.73 KDDF ( 625) 39'- 9.0" -302/ 1805V 0/ OH 5.50" 2.89 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.096" @ 13'- 10.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.182" @ 13'- 10.0" Allowed= 2.589" MAX LL DEFL = 0.002" @ 90'- 9.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.002" @ 40'- 9.0" Allowed= 0.133" MAX HORIZ. LL DEFL = 0.050" @ 39'- 5.5" MAX HORIZ. TL DEFL = 0.078" @ 39'- 5.5" Design conforms to main windforce-resisting 21-10-08 system and components and cladding criteria. 17-10-08 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 5-09-12 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), f f f '1 '1 1' ' / load duration factor=1.6, 12 Truss designed for wind loads M-9x6 6.00 12 in the plane of the truss only. Q 6.00 4.0" 5 A.,f M-3x4 M-3x4 M-5x6(5) 4 M-Sx6(S) 0.25" 0.25" 3 .e '111111111111111111411 ' M-3x6 M-1.5x3 z oili M-1.5x3 1 s Lc, a N 10-4, 11 2 13 1.9 15 M-3x6 M-3x4 6.25,, M-3x8 0.25;' M-3x5 �ryf M-5x6(5) M-5x8(5) ,' Pf10�r0,,0s-o9-08 8-00-08 s-00-08 8-00-08 910 /(/ \%\‘LVD ` ', 7 8p �R �p 1 39-09 0-1115 " 89782PE r- --- JOB NAME : 5019-A POLYGON - C3 Scale; 0.1432 ✓r�/ f� - WARNINGS: GENERAL NOTES, uressothenvlse noted. �� �� - ...._ Truss: C 3 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual N. and Warnings before construction commences building component.Applicability of design parameters and proper 9' Q' 2.244 compression web bracing must be Installed where shown a. incorporation of component is the responsibility of the building designer. ..[j� �+ jyy+^ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom Mores to be laterally braced at l J T Is the responsibility of the erector.Additional permanent bracing of T titin and at 17 Data respectively unless braced throughout their length by affil` 4 DATE: 7/13/2015 the overall structure Is mere sibiliof the building designer. continuous sheathing such es plywood aheething(TC)and/or drywel(SC). -! r-A U L. se"^ ty g 3.2s Impact bridging or lateral bracing required where Mown a r SEQ.: K 13 0 112 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss le the reapondblRty of the respadWe contrast°, fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID• LINK design loads beapplied toany component. and are for'dry oondltion'at use. 5.CompuTrus has no control over and assumes no responsibltty for the B.Design assumes hall bearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. necessary. 7. d. 8.This design is mmlehed subject to the limitations set bath by 8,Plates Mall be located assume on oth faced of trussdrainage Is , placed so their center July 13,2!)15 TPWVTCA In SCSI,copies of which 0,111 be furnished upon request. Ines coincide with Joint center lines. S.Digits Indicate size of plate In Inches, MITek USA,Inc./CompuTrus Software 7.6,6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 39'— 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE Wind: 140 mph, h=25.7ft, 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), Unbalanced live loads have been TOTAL LOAD = 42.0 POE load duration fad1er=1p6, End vertical(s) exposed to wind, considered for this design. 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. DESIGN ASSUMES SHEATHING Gable end truss on continuous bearing wall UON. TO ONE FACE ONLY 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. 21-10-08 17-10-07 f f T 9-08-03 12-02-05 12-02-05 5-08-02 1 f T '1 T 12 IIM—4x4 12 f 6.00 2F d6.00 M-3x5(5) 111111 1111111111 , M-3x5(S) 1 0 m I f N o 0II I stF yI —7,f f 5 4 M-3x5(5)+ M-3x5(S) `�`D PROFk- 14-05-08 15-05-08 9-09- I,7 ,if? . y 39-08-15 -89/84-Tat < /� /.f.-2,- J JOB NAME : 5019—A POLYGON — Cl I -- Scale: 0.2125 (,w WARNINGS: GENERAL NOTES, unless otherwise noted ,.f i71Z0OREGON2© �i 1.Builder and erection contractor should be advised of at Genera)Notes 1.Title deagn is based only upon the parameters shown end Is for en Individual y.,,�: Truss: Cl and Warnings before construction commences. building component.AppllubAty of design parametria and proper J r 2.2e4 compression web bracing must be Installed where shown*. incorporation of component la the respenabtl of the building designer, kir 3.Additional temporary bracing to Inure Whitby during constndlon 2.Design assumes the top and bottom darts to a laterally braced al !,'J U L �` Is the ro Nbtty of the erector.Addtbnal nt erect f T o.c.and at 10'o.c.respectively unless bread throughout their length by eponpermans ng o continuous sheathing such as phnood sheathing(TC)aMMr drywat(BC). DATE: 7/13/2015 the overall structure lathe responaiblty of the building designer. 3.2v WNW bridging or ltatal bracing required where shown w 4 SEQ.: K 13 0112 5 4.No load should be applied to any component until after at bracing and 4.Installation Das.urIs the reaponalbSty of the reapediva esntredor. fastener..re sempbte and at no time should any bads greater than 5.Design assume.trusses are to be used h a an.serro.ive environment'and EXPIRES. 12/31/2016 TRANS I D: LINK design loads be applied to any component. Des gn for r9mes MI bearing g aces supports da• 5.CompuTrus has no control over and assumes no responwbltty for the 8.Deems Ml hearth t et w rs shovm.Shim or w. if July 13,2015 fabrication,handling.shipment and Installaton of components, asery Pm• 7.Design assumes el c ed on drsMace Is provided. S.This design Is Nmlshed subject to the limitations set fork by S.Plates shag be located on both fees of truss,and placed so ihek anter TPbWFCA In BCSI,copies of which wig be furnished upon request. linea coincide with joint center linea. 9.Digits Indicate she of plate in Inches. MiTek USA,Ino./CompuTrus Software.7.6.6-SP1(1L)-Z 10,For basic connector plate design values see ESR-1311,ESR-1998(MITet) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 98'— 3.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I CC, 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. system and components and cladding criteria. I TC LATERAL SUPPORT <= 12"OC. CON, LOADING BC LATERAL SUPPORT 5= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=25.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PIP load duration factor=1,6, considered for this design. 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. 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. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 24-01-08 24-01-08 1 15-02-03 8-11-05 8-11-05 15-02-03 1 T I 1' 1 12 IIM-4x4 12 /— 6.00 F.7" Q 6.00 M-3x5(S) M-3x5(5) uT ,1 c 0 In m a, �o o J� ~ 4 M-3x5(5) .... _.. .... v Vs,ox• l y y ,,,,� caG�N k `�r0 1,—,1• 19-01-15 9-11-09 19-01-08 <(,/ O �7�+ rrta�^ 1-00 48-03 �' 89 7 0 E � JOB NAME: 5019—A POLYGON — 010 ' / „� Sale: 0.1719 V OREGON WARNINGS: GENERAL NOTES, unlace etherwhe noted ,/�_ ^7+*+r`EGO N �� �. Truss: C 10 1.Bolder and eredbn oonlndor should be advised or all General Nate. 1.This design is Mod only upon the parameters shown and Is kr an Individual l'91....Gq RY A6 G* end Warnings before construction commences building component.Applicability of design parameters and proper 2,2x4 compression web bredng Met M Instalkd where shown it. incorporation of component lathe responsibility of the building designer. 3.Additional temporary bracing to Insure stability during coatrudien 2 Design assumes the top and bottom chortle to be laterally braced al [}� lathe roaponalblllly of the erector.Additional permanent bracing or 7 o.e.end al 70'o.0.sash Be ply unless braced)TE)and/or dl melt length by AUL `a DATE: 7/13/2015 the overall structure Is mereresponsibility continuous bridging or laterallatebadng requiredshee Mere shown rerywaN(BC). - apon ty seol nti)after designer. 3.ZS impact bddglag or the t.bracing sltha where shown+e SEQ.: K 13 0112 6 4.No bad should be applied to any component until eller ell bracing and 4.Installetbn of trues is the tee to used ty of the respective contractor, f.etenen are complete and al no time should any bads greeter than N.Design assumes woes are to be uIn a nonvtomome environment, TRANS ID: LINK deeignloadsbeappktlroanycomponent. and are twitchyandnlan arta. EXPIRES: 12/3112016 R CompuTrus has no control over and assumes no respnaiblllty tor the8,Design assumes full Mennp At ell supports shown.Shim or wedge it July 13,2015 fabrication,handling,shipment And installation of components, necessary. es 7.Design essumes loe ted an bdoth is provided. and This design is furnished eub)ecl to the limitations eel fodh by 8.Plates Mall be located a both lase of trues, plead as their center TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint anter linea. MiTek USA,Inc./Com Trua Software+T,6.65P7 1L Z g.Digit.Indicate Vas of plate in Inches. W ( )- Io.For basicconnector piste design values see ESR-1377,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4B'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 14-15=1 -925) 2784 2-19=) -268) 2B6 19-10=) -229) 191 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -63) 155 15-16=1 -837) 2745 19- 3=(-3162) 1193 19-11=1 -219) 1115 WEBS: 2x4 KDDF STAND; 3- 9=(-3032) 1298 16-17=1 -679) 2426 3-15=1 0) 211 11-20=(-4570) 1779 2x4 KDDF STUD A; LOADING 4- 5=(-2740) 1256 17-18=1 -577) 2143 15- 4=1 -58) 189 20-12=1 -276) 274 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2160) 1143 18-19=(-1039) 3141 4-16=1 -399) 285 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2131) 1161 19-20=(-1455) 3744 16- 5=( -160) 653 TC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF 7- 8=(-2682) 1362 5-17=1 -907) 514 BC LATERAL SUPPORT <= 12"01. UON. 8- 9=(-2688) 1258 17- 6=1 -802) 1638 LL = 25 PSF Ground Snow (Pg) 9-10=1-5235) 2116 17- 7=1 -790) 554 OVERHANGS: 12.0" 12.0" 10-11=(-5254) 2022 7-18=) -367) 779 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 -59) 118 8-18=1 -236) 196 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1 -2) 62 18- 9=(-1394) 594 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-19=1 -935) 2622 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -359/ 2194V -321/ 323H 5.50" 3.43 KDDF ( 625) 48'- 3.0" -361/ 2149V 0/ OH 5.50" 1.95 KDDF (1485) [COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soachlg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ' MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.340" @ 32'- 2.0" Allowed= 2.367" MAX TL CREEP DEFL = -0.633" @ 32'- 2.0" Allowed= 3.156" MAX LL DEFL = -0.002" @ 49'- 3.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.002" @ 49'- 3.0" Allowed = 0.133" 24-01-08 24-01-08 MAX HORIZ. LL DEFL = 0.187" @ 98'- 0.2" 6-01 6-00-10 5-11-01 6-00-13 f0.311" @ 4s'- 0.2" 4-00-12 3-11 3-11-08 3-11-08 3-11-08 4-03-09 MAX HORIZ. TL DEFL = f f f f f f f f f f f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x6 d 6.00 6.00 � Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 6 Wm' load duration factor=1.6, III Truss designed for wind loads M-3x9 in the plane of the truss only. M-3x4 7 M-5x6(5) s M-1.5x3 M-6x8(5) 0.25" 0.25" Qa M-1.5x3 0 M-3x6 M-4x12 1 M-1.5x3 5x3�` VX81253 -AD a19'M-5x6 M-3x4 0625" M-3x8 M-5x10 M-4x12 '� M-5x6(S) -.=1 3.50 3.50 12... l l l y ), 12 y 12 1 c::, [} PRO F o y l 8-00-12 8-00-12 8-00 8-01-08 y 7-09-04 y 8-02-12 ) 1. `Cg. ENGIN' 9 `> 1-00 32-03 7-09-04 8-02-12 1-00 �17" 48-03 4t". 8 782PE r- - ti JOB NAME : 5019-A POLYGON - C8 l f:-fir? Scale: 0.1194 -""- -_. WARNINGS: GENERAL NOTES, unless otherwise noted: 40 OREGON 1.Budder and erection contractor should be advised of el Genera;Notes 1.This design Is based only upon the parameters shown and Is for en individual /j 'A.OREGON [5°s Truss: C8 and Wemkrgs before consennaon commences. budding component.Apploeblity of design parameters and proper ��''! ✓f. ri. V �L • 2.2i4 compression web bracing must be installed where Moven+. incorporation of component Is the responelbl8y of the budding designer. "�. A� G V(� 3.Additional temporary bracing to Insure Madly duang construction 2.Design assumes the tap and bosom Mobs to he Moly loosed at ♦ J Y o nl brad f c.end at c.c.respectsely unless braced throughout their length byiir- Is the roepensiMNly at the erector.Additional permene ng o coMlnuous sheathing thing such as plywood aheathing(TC)aMbr drywal(BC). PA UL DATE: 7/13/2015 the nasal structure la the reeponabllty of the building designer. 3.2r Impact badging or lateral bredng required where shown e n SEQ.: K 13 0112 7 4.No bed should be applied to any component until after all bredng and 4.Installation of tont Is the responsibility of the respective canlrector. fasteners are complete end at no time should any loads greeter then 5.Design assumes trusses ere to be used In.non-corrosive environment. TRANS ID: LINK design loads be applied to any component, end ere for"dry condition"of use. y[] 5.CompuTrus has nocontrol over end assumes noresponsibility for tit 8.Deeig essumeaMIbeermpatelsupportsehowa.Shimorwedge11 EXPIRES: 12/31/2016 ry• Nbrtc.tfon,handling,shipment andetellation of components. 7.Design assumes adequate drainage is provided. July 13,2015 8.This design is furnished subject to the limitations set forth by 5.Plates Mel be located on both faces of truss,and placed so their center TPINWCA in SCSI,copies of Mich nil be furnished upon request, lees coincide with(oht center lines. S.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1- 2=( -63) 135 13-19=( -938) 2787 1-13=( -155) 198 8-18=( -935) 2622 WEBS: 204 ROOF STAND; SPACED 24.0" O.C. 2- 3=(-3035) 1335 19-15=( -836) 2746 13- 2=(-3164) 1257 18- 9=( -229) 191 2x9 KDDF STUD A; LOADING 3- 4=(-2791) 1267 15-16=( -679) 2927 2-19=( 0) 211 18-10=( -222) 1117 2x6 KDDF #2 B 9- 5=(-2160) 1150 16-17=( -581) 2143 14- 3=( -88) 189 10-19=(-9570) 1774 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 5- 6=(-2132) 1161 17-18=(-1039) 3141 3-15=( -400) 292 19-11=( -276) 274 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2682) 1362 18-19=(-1454) 3744 15- 4=( -167) 653 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 POP 7- 8=(-2688) 1258 4-16=( -907) 514 8- 9=(-5235) 2115 16- 5=( -808) 1639 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9-10=(-5259) 2021 16- 6=( -790) 554 10-11=( -59) 118 6-17=( -367) 774 ** For hanger specs. - See BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -2) 62 7-17=( -236) 196 approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 17- 8=(-1399) 593 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 2032V -318/ 313H 5.50" 3.25 KDDF ( 625) 48'- 3.0" -361/ 2151V 0/ OH 5.50" 1.45 KDDF (1485) g. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 MAX LL DEFL = 0.340" @ 32'- 2.0" Allowed = 2.367" MAX TL CREEP DEFL = -0.633" @ 32'- 2.0" Allowed = 3.156" MAX LL DEFL = -0.002" @ 49'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 49'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.187" @ 48'- 0.2" MAX HORIZ. TL DEFL = 0.311" @ 98'- 0.2" 24-01-08 24-01-08 Desi conforms to main windforce-resisting 6-01 6-00-10 5-11-01 6-00-13 f4-00-12 3-11 3-11-08 3-11-08 3-11-08 4-03-04 system and components and cladding criteria. f f f f f f f T T T f Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 C M-4x6 1 00 6 load duration factor=1.6, y Or, Truss designed for wind loads 5 .0 in the plane of the truss only. ON, M-Sx6(S) M-3x4 t.1' M-3x9 M-1.5x3 M-6x8(S) 0.25" 0.25" 3� `: M-3x6 + 1.5x3M-9x12 Dol M-1.5x3o B `M-1.5x3 d 1 _ A.M.- „ ` 2 0 0 '�' 13** 19 17 "19 0 M-5x6 M-3x4 01525" M-3x8 M-5x10 M-4x12 -u M-5x6(S) - 3.50 3.50 y y 12 12 1 y y y co PRQfip 6:o 8-00-12 8-00 8-01-08 7-09-04 8-02-12 tJC1NE `y ,, ,, , ,, 13'32-03 7-09-04 8-02-12 1-00 44, �98-03 ,9782PE v- ,-- JOB JOB NAME : 5019-A POLYGON - C9 / Scale: 0.1197 '�/�� %'� r WARNINGS' GENERAL NOTES, unless otherwlae noted: / O(� ('�y* u' Truss: C 9 1.Builder and erection*infractor should be advised of all General Notes 1.This design b based only upon the parameters Nom and la for an Indlvklual -'4 REGON N and Warnings before censtrucllon commences. building component.Applicability of design parameters and proper 4 vq5. 2.2xa compression web bracing must b.Installed Cl,.,,shown*, mcorporotbn of component Is the responsibility of the building designer. Nr 3.Additional temporary bracing 10 Insure stability during construction 2 Design 54 t IS the tap bottom chums to M hleroly braced al '�p "iq�'f y .{ 1 is the responsibility of the erector.Additional permanent bracing of 2 o c end at 1G o.c.respectivelypie unless braced throughout their length by rY/rf l f 1 DATE: 7/13/2015 the overall structure b the responsibility connnuswdd9eg or latchesedng reeredwhereeandfortlrywaA(BC). �UL �` y or the nt:;eng tlastgner. 3.2e Impact bshemo or leterd sredno required elope Navin•r* • `s SEQ.: K 13 0112 8 4.No bad should be applied to any component until after el brodng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to M used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are len dry condition"of a... 5.CornpuTrua has no control over end assumes no responsibility ler the 6.Design assumes frit bearing at all supports shorn.Shim or wedge If Cc r� / y{ labncatlen,handling,shipment end metelNnon of components. necessary. EXPIRES: 1 213 11201 6 5.This design is furnished subject to the'Imitations set forth by B.Platesshassumes lbe Iocateduoan both drainage as eftruss°end placed so their center July 13,2015Y1 RC+v7 TPI,WTCA In BCSI,copies of which will be famished upon request. lines coincide with)o1M center Ines. MRek USA,Inc./CORIpuTfV6 SORN2fe 7.6.6(1L}E 9.Dlglis indicate size of plots In Inches. 10.For basic connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 8'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 36 2-6=(-253) 372 3-6=(-412) 239 BC: 2x4 KDDF #16BTR LOAD DUSAAIED I24R0ASE = 1.15 2-3=(-437) 205 6-4=(-120) 97 WE: 2x4 KDDF S163TR SPACED 24.0" O.C. 3-4=( -80) 74 WEBS: 204 KDDF STAND LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 500V -36/ 105H 5.50" 0.80 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 10.3" -44/ 371V 0/ OH 5.50" 0.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacicg. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.146" @ 4'- 5.1" Allowed= 0.358" 4-10 3-08-08 0-03-12 MAX BC PANEL TL DEFL = -0.220" @ 4'- 5.1" Allowed = 0.478" MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.8" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 4.8" 4.00 v M-1,5x3 Design conforms to main windforce-resisting 5 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Y load duration factor=1.6, Truss designed fox wind loads in the plane of the truss only. M-1.5x3 3 ,10 0 r 0 r1 OD Ni 1 0110111111111111111111111111111111111112 1614- ► - 1111. o M M-3x9 -3x4 y8-04-12 0-05-08 1 y 1-00 y 8-10-04 co''\c( PR46619 ' .��yGt N � /p�9 ' 89782PE <' JOB NAME : 5019-A POLYGON - E2Scale: 0.5598 ./. _ -_ WARNINGS: GENERAL NOTES, udess othervdes noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design h bawd only upon the parameters shove end is for en Individual ,I'�_ 9 OREGON N. �'t"' Truss: E2 and Warnings before conebudbn commences. building component.Applicability of design parameters and proper +� z, [�V r 2.204 comprexNn web bradng must be Installed where shown+. incorporation of component b the roepocelbllty of IM budding designer. 'y ArT f' AS S 3,Additional temporary bracing to Insure stability during construction Cis 2 Design end ci tUe.the top a,M bottom drorosto les laNnly brecetl el D `�!�`/ Is the responsibility 1 the erector.Additional permanent brad f 2 o.c. at iP c.c.respectively uMese braced throughout Meir length by /'y� tom.*.v. Illy oD ng o continuous sheathing such es plywood sheathing(7G)ardror drywal(BC). P 1' DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until eller Cl bradng end 4,Inetalation of truss la the responsibility of the respective contractor. S EQ.: K 13 0112 9 fadene,a are complete and at no time should any wads greater then 5.D.sign assume.tmesee are to be used In.nen-canoslve environment, design bade be applied to any component. end are for"dryfull bearing of use. y(p] /:y)fj /{ TRANS ID: LINK6.Deslgneswmsehdibeeringatailwpponashown.Shim stwedge If EXPIRES: 12/31/2016 5.compuTrue has no control over end assumes no roeponsibNiry for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. July 1 3,2015 6.This design Is fumisirod subject to the limitations set forth by 6.Arte..6.1 be coincide to Iced nb both lfaces of trues,and placed so their center UW TP (CA In 13031,copies of which will ba furnished upon ragwst. 9.Digit indicate eke of plate in inches. MITek USA,IIIc./CompuTnU6 Software 7.6.6(1L)-E to.For basic connector plate design values sea ESR.131t,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER–BC LUMBER SPECIFICATIONS TRUSS SPAN 9'– 10.3" TC: 2x4 KDDF #1sBTR !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #b&NTR LOAD DURATION INCREASE= 1.15 SPACED 29.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20ft, TCDL=9L=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PUP (All Heights), Enclosed,, Cat Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed fox wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UO g. 12 0-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for 9.00 D AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. complete specifications. -/ 0 ti I ti 2 N /– Ioompl � ren 1111.1.1111111111111.1.1111.1.11.11 M-3x4 4 y y y 1-00 4-10-04 ,�R�p P R p;cGINE (-9 4t` A9782PE 7GN \ 7_,...,JOB NAME : 5019—A POLYGON — E1 // .f Scale: 0.8258 ,, .7 -/ \ WARNINGS: GENERAL NOTES, unless othense noted _ Truss: E 1 1.Builder and erection contractor should be advised of all General Notes Thisdesignla based only upon the parameters shown and is for an Individual ek REG (�N T` and warnings before construction commences. balding componentApplicability of design parameters and proper 7X� O (}. 2 Di4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. I�� � 3.Addtbnel temporary bracing to insure stability dosing conaructbn 2.Design assumes the top and bottom chords to be throughout braced at /� /q L'1�.+ .t 6 � Is the responsibility of the erector.Additional permanent bracing of c sc.and at ee o c re ch..ply unless braced)TC),oat their length by / �l ! 1 f DATE: 7/13/2015 the averal structure is the responsibility continuous sheathing such es plywood sheathing(7C)and/or tlrywell(BC). A U Tom. eponsiblily sir the balding designer. 3.2t Impact bridging or latera)bracing requled where Grown.. SEQ.: K 13 0113 0 4,No load mould be applied to any component until alter l bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time mould any pads greater than S.Design assumes trusses are to be used in a nontanaalve environment, TRANS ID: LINK design loads be applied to any component. and ere for"dry condtion.'of use. 5.CompuTnro hes no control over and mamas no responsibility fe the S.Design assumes sill bearing at all supports moven.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. necessary. S.This design is furnished subject to the limitations est forth by 8.PAt s enamel adsd on othifac e is prowled.e Neuss,and placed m thee center 8. at July 1 3,2015 TPINy7CA in SCSI,copies or which wet be furnished upon request. Ines coincide with joint center lines. MTek USA,Inc,/CompuTrus Software 7.6.7(1L�E S.Digits indicate sire of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1888 0/Mk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-43) 57 3-5=(-213) 156 BC: 2x4 KDDF #150TR SPACED 24.0" O.C. 2-3=(-89) 75 3-4=( -7) 3 WEBS: 2x4 KDDF STAND 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -77/ 428V -29/ 88H 5.50" 0.68 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 10.3" -33/ 280V 0/ OH 5.50" 0.95 KDDF M-1.5x4 or equal at non-structural (I-- vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL A,ONA. 2: Design checked for net(-5 psf) uplift at 24 "oc spacillg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.128" @ 3'- 5.7" Allowed = 0.392" 6-06-08 0-03-12 MAX TC PANEL TL DEFL = -0.169" @ 3'- 5.8" Allowed= 0.588" f MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.5" 12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.5" 4.00 v Design conforms to main windfome-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 -, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 r0 oN ,n ....eeigdlligIIIIIIIIIIIIII Ili O 2 1 IS O M-3x4 M-1.5x3 1 l l 6-06-08 0-03-12 l 1 1 1-00 6-10-04 5\0;) PROFFSs Ace, )39782PE c JOB NAME : 5019-A POLYGON - E3 Scale: 0.6053 / (�y f /y WARNINGS: GENERAL NOTES, unless otherwise noted. _. OREGON 1.Builder and erection contractor should be advised of a6 General Notes 1.This design Is bawd only upon the parameters*how and b for an individual ��/ Q ['��"" Truss: E3 and Warnings before construction commences building tamponed.Applkabil8y of design parameters and proper �� f„ G- 2.214 compression web brsdng must be installed where shown*. Desigincorpn assn of component la the repo chordate of the binding designer. V Prow 2 Design assumes ms lopp.0 bottom choNeta les laterally termed al NI 3.Additional temporary bracing to Insure sbdllly during construction 7 o.c.and et 1 P u.c.respectively unless braced throughout their length by /(++�s �'] is the responsibility of Be erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaii(BC). /"A. UL C i` DATE: 7/13/2015 the overal structure ia the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown* S E K13 01131 4.Na bad should be applied to any component until alter al bradng and 4.Installation of truss Is the reondbmp ry of the reectNe comrader. Q• fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used In a roncerrodva environment, sectors bees be applied b any component. and ars for"dry condition"of use. TRANS ID: LINK 6.Design assumes nO bearing at as supports shown.Shim or wedge if 12/31/2016 5.compuTnls has no antral over and.sem.s no rs.pondMliry far the rte«awry. EXPIRES: fabrication,handling,shipment and mdalbgen of components. 7.Design assumes adequate drainage is prodded. July 13,2015 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed w their anter TPINNTCA in BCS(,copies of which MU be furnished upon request. 9.lineDies coincide inncids sbe)oint center oi this In inches. MiTek USA.Inc./CompuTrus software 7.6.6(1L)E 10.For basic connector plate design values see ESR-1311,E511-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 43 5-6=(-163) 115 5-2=(-226) 171 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-52) 49 2-6=(-134) 219 WEBS: 2x4 KDDF STAND LOADING 3-4=( -7) 3 6-3=( -70) 32 TC LATERAL SUPPORT <= 12"OC. UON. 12 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. 4.00 ' DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 243V -59/ 82H 5.50" 0.39 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -67/ 111V 0/ OH 5.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 9.9" Allowed = 0.077" MAX TC PANEL TL DEFL = 0.001" @ 0'- 9.9" Allowed = 0.116" M-1.5x3 MAX HORIZ. LL DEFL = -0.000" @ 1'- 6.5" 4 MAX HORIZ. TL DEFL = -0.000" @ 1'- 6.5" 3 M-3x4 Design conforms to main windforce-resisting I I system and components and cladding criteria. 2 1 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1111 Truss designed for wind loads in the plane of the truss only. 0 ri I O N I I N II - - II _ _ f 5>_/I :><.'6/�M-1.5x3 M-3x4 c(-.c\co PROre, y `�� tJGINE�cA f0 y 1-00 y 2-00 Q�� ' �, 89782PE r• JOB NAME : 5019-A POLYGON - E4 fr,--- ,,----:7---N17-7.-;-- Scale: 0.9828 ,.� r� - WARNINGS' GENERAL NOTES, unless otherwise noted Truss: E 4 1.Builder end erection contractor should beadvised of e11 General Nates I.This design Is based only upon the parameter shown and b Por en individual �� OREGON 'N and Warnings before combustion commences. building component Applkabllpy of design parameters end proper 2.244 compression web brdng must be Matalbd where shown e. Incorporation or component la the rosponsibRty of the building designer. / 3.Additional temporary bracing to Insure debility during construction 2.Design and Si l O the top and bottom chords to be kteralyneaghe braced at /A /q f]v 4 p� DATE: 7/13/2015 Is the responsibility of the erector.Additional permanent braving of c MlnuoudiseheetMn.respectivelyscaunless brae throughout titch length by 7+j,n l p 1 the overall sbu0ure is the responsibility of the building designer. 0 acng re airedshestmere sown+tlrywal(BC). e} (*s� � (j� 4.No bed should be applied to a3.2t Impact bddglnp or lateral bracing required where shown + P { SEQ.: K 13 0113 2pp any component until ager a8 brdng end 4.Installation of truss k the responsibility of the respective contractor, fasteners are complete and at no time should any beds greeter than N.Design assumes trusses aro to be used In a noncorrosive environment, TRANS ID: LINK de.Ignbads beapplied toany component. and ere for•drycondition"ofuse. 5.DeepuTrua hes no control over and Sean no roeponelbAty kr the e.Design assumes full bearing al ailsupportsMaven.Shim or wedge It EXPIRES 1 / 1 1 fabrication,handling,shipment and installation of components. necessary' q 6.This design Is furnished subject to the limitations set Porth by 8.Pesign assumes adequate drainagePis trues,andd. 13,2015 8.Plates shag be boated on both feces of trues, plead neo their venter TP9W7CA in SCSI,moles of which will be furnished upon request. lines coincide with joint center lima MTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 9.Digits Indicate eke of plate In Inches. 70.For bask connector plate design values see ENR-1311,ESR-19811(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0^ IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x4 EDDY #1&BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 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) 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 625) OVERHANGS: 12.0" 0.0^ LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( ) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" 9 -1'- 0.0^ Allowed= 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed= 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed= 0.762" ,r ' '' MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 --✓ 3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N r-I rn 1 m 1 -i I 0 2 0 M-3x9 M-1.5x 8-02-04 0-03-12 1 1 ) A c 1-00 8-06 r0�'O PR°Fe, •`rpt ��GINEE6> 0 4.4i 17 ' 89782PE <` JOB NAME : 5019-A POLYGON - P2 ' Scale: 0.5732 �� WARNINGS: GENERAL NOTES, unless otherwise noted' ,y ..c OREGON �}„ 1.Bolder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is hr en Individual !F ,�f Truss: P2 and Whrntngs bebre construction commence., bulling component.ApgkeMliy or design parameters and proper / �� ,,,. 2.2s4 compression web bradng must be installed wfiere shown+. incorporation of component b the responsibility of the bolding designer. yt, 3.AddMbnal temporary bracing to Insure stability during con.trucibn 2 7 o.n.nd et tD the top and bosom unless chords to d t roughoeternity braced et _4`(e/ ngth by Is the responeibllEy of the erector.Additional permanent bredng of 7 nee.end et/ell hilt eaph cc ply unless braced throughout noir til(B). �l PAUL t'k�V continuous sheathing such a.plywood shealhing(TC)and/or drywe6(HC). `` DATE: 7/13/2015 tin overall structure is the responsibility of the bolding designer. 3,Dr Impact bridging or Aterel bradng required where shown++ S E K 13 0113 3 4.Na bad should be applied b any component until eller a6 bradng and 4.Installation tionsomee�ressarepo tobllbe y tthe In h non-corrosive co tr�r ant 4•: fasteners are complete and al no time should any bade greeter than and are for"dry condition"of use. �/ p TRANS I D• LINK design bads be applied to any component. 6.Design assumes hal bearing at al supports Nova.Shim ar wedge If EXP I R ES: 12/3112016 S.CompuTNe hasco no control over end assumes no responsibility for the necessary. fabrication,handling,'Moment end baNlAibn of components. 7.Design assumes adequate drainage Is provided. J U Iy 13,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIANICA in BCSI.copies of which will be?umiahed upon request. 9.leess oin iddtse size of pleb eOhl rbcelines. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 7ll.For beak connector plate design values we ESR-1311,ESR-1566(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" • IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 01 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x9 KDDF BOBBER SPACED 29.0" O.C. 2-3=(-109) 91 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 993V -34/ l01H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -91/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) M-1.5x4 or equal at non-structural Vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spat iltg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = -0.355" @ 9'- 3.7" Allowed = 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed= 0.762" T f f MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ, TL DEFL = 0.001" @ 8'- 2.2" 9.00 17 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 3 ,, Wind: 190 mph, h=15ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. u1 .a o of IDI �J, r 1 /2 'SCS do -/ I co M-3x4 M-1.5x3 l 1 l 8-02-04 0-03-12 J• l y 1-00 8-06 ��g � P R ppFss ,<..-Ai yGINE 4 'per '' 8 782PE 9c' JOB NAME : 5019-A POLYGON - P1 ' / ••-.7.7z.------ / Scale: 0.5732IV \ - WARNINGS: GENERAL NOTES, unless otherwise noted t/ 40 Truss: P 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters ehavn and is for en Individual SQA-OREGON ((fi�e and Warnings before construction commence.. building component.Applicability ot design parameters and proper �Y 2„ 2.2.4 compression web bradng must be installed where shown 4. Incarponllan ofampaneM la the reaponstblity.sit building designer. "1141, j G 3.Additional temporary bracing to insure stability dudng construction 2.Design assumes IM tap and bottom chords to M laterally braced al 7� ^I)� "1;J +G! Is the responsilllity of the erector,Additional permanent bracing or T o c and at 10 a.e.reapedlvpB unless bread throughout their Nnglh by V DATE: 7/13/2015 int overall structure Is the responsibility continuous Mor such as plywood required where)and/or drywal(BC). r„}'"1 LI t }h♦ aponstbllty ortne building designer. 3.2a impact bridging or lateral bradng ragwrea .norm«« �'"'1 I- a SEQ.: K 13 0113 4 4.No load should be applied H any component until after all bracing and 4.Installation of truss N the responsibility of the respectNe contractor. fasteners are complete and at no time should any pada greater than 5.Design assumes t uses are to be used m.nencorm:We environment, TRANS ID: LINK design loads be applied to any component. and en ror^a ysonan en et ua.. EXPIRES: 12/31/2016 5.CompuTrus Ma no control over and assumes no responsibility b!the 6.Destpn assumes lull bearing et a8 supports thorn.Shim or wedpa If fabrication,handling,shipment and installation of components. necesnary. T.Dplstgnoaesadedeneothfagelo truss,and July 13,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shat be located on both feces of Iruas,and placed ss their center TPW6TCA in BCSI,copies of which all be furnished upon request. Ines coincide with joint center ling. MTek USA,Inc./Com uTrus Software 7.6.6 1L E 9.Digits indicate We of plate In inches. p ( ). II.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)