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Plans (90) I ,r)cAkms, L� MiTek® MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly 2, avid Baxter, P.E., S.E. Sr. Structural Engineer Q,EO PROFF MiTek USA $' GINE,F9 6'/02 2 DB � :9200PE ..411111Ve Pr y ,�OREGON\t,, Atti "O a Y 14, Z°,Q* 12/06/2017 FRRf�L EXPIRES: 12-31-2019 111111111 ME x, le 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. Opes ��OA P 6.F,4 /0 83640PE -9f y OREGON �Q 0 �&4RY i2 SIC)N O Di•,4, � re EXPIRATII s� - 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 ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46042190 PL15-408_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 ID:c53KNt9S8dZANgLpvM EnZkyCdl l-pfC7 P8Y?MbLN NbUfO6EfUu SaZBAVga3SjwLm mJyCcvq I 1-0.0 I 1.5x3 II 1 3x4= 5 2 Scale=1:13.2 R MI„ II b N 1 ■ LV •-_M / 4 '/ 3 1.5x3 II 3x4= I 1-30 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell 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 eads{Ib}---- ___ Vert:5=27/(F) ���0 PR OFFsd' ``(. ANG I N EF9 i09 e �40PE r Jr -9 ORE r.. oy"vGgRY 12 2f\CI ,° SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t 1 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with Mite's®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Infonnallon 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(ootionall 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 VXG7ZJXxWynjlOnlAEgtrCyCcvo 1 1-0-01f 0 1 1-2-0 14H 1 1-2-0 1 X0'11-13I Scale=1:39.9 5x6 I I 3x8 II 3x6 FP= 3x6 FP-=- 5x8 5x8 I I 5x8 I I 5x6 II 5x8 I I 1 2 3,,J 4 5 6 7 8 41 9 10 I11 12 13 14 15 16 1,7,E 1819 20 21 22 23 24 •:/A\-" A' f: ''A f 8. N O B J ®� ,O, B O \ / \ ID O O/ 2 e e -7151- e e e - I6 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 6x6 = 8x8= 3x6 FP= 6x8 I I 5x6 I I 5x6 I I 5x6 I 6x6 I 8x8= 6x6-1.5x3 SP= 3x6 FP= 6x8 I I 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/deft L/d PLATES GRIP TOLL 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 Ina 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.OE(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) 40=1802/0-5-8,25=1724/Mechanical FORCES. (Ib)-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=5823/0,13-14=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=0/1710,7-38=-1598/0,7-36=0/1558, 8-36=-777/0,9-36=-765/0,18-29=0/1051,16-29=-889/0,16-30=0/541,14-30=-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. \NV9 P R OFF 3)Refer to girder(s)for truss to truss connections. 'SI 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 ... ) ANG) EFg s/O be attached to walls at their outer ends or restrained by other means. �� 7i"S7 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 Q 8 ;,40P E r" 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). dr r LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) 09'V&A! '-C3 Vert:25-40=-8,1-16=-80,16-24=-130(F=-50) 6/,'V&A! -►2 Concentrated Loads(Ib) o „.‘•- Vert:16=-177(B)41=-965(B) SOON Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 t t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. PM 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 and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042192 PL15-408_UPPER F03 Floor Girder 1 1 Job Reference(ootionall 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:c53KNt9S8dZANgLpvMEnZkyCdl1-DEtF2AbtMlxE2DE3EnM6W48DMBY1 pDvPuZQNeyCcvn I 1-7-0 I I 1-9-0 I Scale=1:17.8 6x6= 3x6 II 3x6 II 3x6 II 3x6 II 3x6 II 1 11 2 3 4 12 5 13 6 c NiNN. 0 o A A kr e � e e I6 10 9 g 6x6= 5x6 II 3s611 fix6= I 9-4-0 I 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d 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 Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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.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) 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 3-10d(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)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). LOAD CASE(S) Standard 1)Dead+ Increase=1.00,Plate Increase-1.00 Uniiform Loads(plf) Vert.7-10-10,1-6-100 tid PR OF Concentrated Loads(Ib) `tL`l� Fs,,, Vert:4=-132(F)3=-132(F)2=132(F)11=276(F)12=-132(F)13=-132(F) ,...a ‘'/9` ENGINE, - /p2 S >,40PE 9I-- e ,,,, (.., : y ORE •N ... O, , RYV1 ,\-� �° SOON ‘J Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 4 , 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 onlyupon parameters shown,and is for an individual building component,not to a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Safety Infonnaion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 1.09 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042193 PL15-408_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:09 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hQReF WoVOgrorCoQdylbekcKNmOSmLQ2eYJ_v4yCcvm I 1-10-4 II 1-9-0 0-pi8 Scale=1:41.8 3x6 FP= 3x6 FP= 1.5x3= 4x6 I I 4x6 I I 4x6 I I 1.5x3= 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 NN, \-/ / / !L/ \-/ \ 27 d 26 25 24 23 22 21 20 19 18 17 1.5x3 I I 4x8= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 23-11-12 23-11-12 Plate Offsets(X,Y)— f27:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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 Incr NO WB 0.23 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. (lb/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=-1056/0,1-2=-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. PR 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �4(0 1 N��Ss/O LOAD CASE(S) Standard ,C? �' R 'Ti9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 C' 8 •40 P E c-- Uniform Loads(plf) Vert:17-25=-8,1-16=80 Concentrated Loads(Ib) 411W , Vert:28=-20(B) -9,4.0R Of C , Uq RY t 2 2o\-, 0 ' O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 s e I Lk WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE ANI-7473 rev.10/03/2015 BEFORE USE. PilIl Design valid for use only with MiTekB 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/TPI1 Qualtiy Criteria,DSB-89 and SCSI Bolding 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 R46042194 PL15-408 UPPER F05 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 14:39:09 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hQReFWbVQgrorCoQdylbekcKCmXQmO22eYJ_v4yCcvm 1-2-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 - o ' N A 4 3 1.5x3 I I 3x4= 1-5-12 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 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 IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF No.t&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. PR pp 5 �tJGINEFR /p29 8 r.40PE • y OR SON 0 v(1,1 RY 12 �� 00 N r.,\-\ SOO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 681-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/M11 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 R46042195 PL15-408_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:10 2015 Page I ID:c53KNt9S8dZANgLpvMEnZkyCd11-9d?OSsc7B7zfTMNcBfpgBx9V 9tgVroCsC2XRXyCcvl 0-1118 Scale=1:39.4 3x6 FP-=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 ■ ❑ s n e n n a e a a _ a a o e a a ■ I a 42 0 0 d d N N i 3 a e - a 3 a a 3 o 5 a a it ■i 41 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 1 2-8-0 l 4-0-0 I 5-4-0 l 6-8-0 l 8-0-0 I 9-4-0 1 10-8-0 1 12-0-0 I 1340 I 14-8-0 I 130-0 I 17-4-0 l 18-8-0 I 2330 1 21-40 l 2330 123-11-12 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 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI- DEFL. in (loc) I/deft Ud 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 Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC20127PI2007 (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. <��ED P R OFFSA-, cs3.. �NGj N /O �F9 44, � 8 ,,.40P E r I -7 ORE •N �� �y0UgRY 1`Z 20�� O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t __ r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/032015 BEFORE USE. WI, Design valid for use only with MiTekB 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 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/Ten Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 1 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042196 PL15-408_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-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 1920 5 0 9 0 0 0 0 it ❑ 0 0 9 --ili..Q 9 0 0 b d d N rV i e a o a a ,i oa e a a a o e a i 'XXXYXYYXXYYYXXYXYYY .lXXYYYYYXYXXYYYYYX YXXYYYYXXXYYYYXXXyYXX), 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 I 2-8-0 1 4-0-0 I 5-4-0 1 6-8-0 1 8-0-0 I 9-4-0 1 10-8-0 I 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 I 18-8-0 I 200-0 I 21-4-0 I 22-8-0 2 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 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) 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 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. (lb)-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. (�OPE 9r -vA.ORE•N ... 0 .1V,gRY122°�C 00 SOON O Digital Signature i EXPIRATION DATE:12-31-16 December 4,2015 s I WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill... Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !Wok* 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/IPI1 Quality Criteria,DSB-89 and SCSI Buiding 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 R46042197 PL15-408_UPPER F09 Floor Girder 1 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Dec 03 14:39:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-dpZOgComyR5W5WxokNL3k9icUZCHEGmL5so4_zyCcvk 2-6-0 I I 1-8-12 I I_ 1-8-12 -_{ OAS Scale=1:17.6 3x4 I I 3x4= 1.5x3 I I 3x6= 3x4= 1 2 3 4 5 e _ /® 11 1.5x3 d N N 1.5X3 = / e I . 10 9 8 7 6 1.5x3 II 3x6 = 3x5= 3x6 I 7-2-12 9-4-0 7-2-12 2-1-4 Plate Offsets(X,Y)— f1:Edge,0-1-81,F5:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 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 Incr NO WB 0.18 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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. (lb)-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 ��E D P R OFA. 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �Cj NG)NEF /O Uniform Loads(plf) C? Vert:6-9=8,1-4=-80,4-5=180(F=100) Q� 8 s40PE ' Concentrated Loads(Ib) Vert:5=-336(F) y OREN � 09fU'1 RY 12 �C, OO SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII7473 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 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042198 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 ID:c53KNt9S8dZANgLpvMEnZkyCdll-6?7mtYeOjlDNifW?I4sIGMEsIzZ8zIHUKWXeWPyCcvj OM 1 2 3 4 5 I 6 Scale=1:12.8 — < — — L o 14 • o d • N _I • e o a e e 13 12 11 10 9 8 7 I 1-4-0 280 400 5-4-062-12 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) 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 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������NG I N F�s/�2 8 �40PE 9r dir .0 y ORE � ro O3•O0gRY 12 20�� O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t _ / E. ®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 MTektE connectors.This design is based only upon parameters shown,and is for an individual building component,not Lt 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 B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Cdfeda,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SuiteCitrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042199 PL15-408_UPPER F11 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-6?7mtYeOjIDN f1M14sIGMEp_zTazdOUKWXeWPyCcvj 0-1-a HI 1-8-12 1 1 2-2-0 1 2-6-0 Scale=1:39.0 3x4= 1.5x3 = 1.5x3 II 1.5x3= 3x4 I I 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 i20 ., 7,.Nos.-7 - • r I /dod ,,,N r 19 _ m 18 17 16 15 14 13 12 1.5x3 I I 3x6= 3x6 FP= 3x8= 3x5= 356 = 3x4= 2-2-12 1 1-11-12 2-hI 22-4-12 1-11-12 0- 20-2-0 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 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 Incr NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 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, 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. (Pb)-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=-573/0,10-12=-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 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 '�5 P R OFC55 Uniform Loads(plf) Co Vert:12-18=-8,1-11=-80 c"N ANG) �F9 �� Concentrated Loads(Ib) 2-y Vert:1=336(F) Cc 8 >,40PE I 7 ORE lir r.. 0 'IV Y12 '1- C, 00SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 f, I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 19 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 s 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 Qualrly Criteria,DSB-89 and BCSI Bulding 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 R46042200 PL15-408_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll aCh85ue0UU2L �—EKp5BsoNXpan?BNtHiBteZAHB25yCcvi I 0-6-4 4)(4—I 1-2-0 I 1 0-8-7 4x4—1 1-2-0 I 1 0-6-1 I I18 1 2 3 4 5 4x4 = 6 Scale=1:12.9 13 N 4x4 = 12 11 10 9 8 41* 4x4= 4x4= 1 2-10-11 1 3511 1 4-0-11 1 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)- 12:0-1-8,Edae1,14:0-1-8.Eduel,15:0-1-8,Edae1,f7:Edoe,0-1-81,110:0-1-8,Edael,f12:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. �, D PRO mac\ ' �NGINEF9 �/029r 8 .4OPE 9 ORE r") �9 0 .iV,4 Y 12 20 CI il °O SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i 1 aWARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ilii, Design valid for use only with MTekrE connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPll Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042201 PL15-408_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-aCh85ue0U2LEKp5BsoNXpanzKNrXi9VeZAHB2syCcvi I0-6-4 I I 1-2-0 I I-- 0-8.7 I I 1-2-0 I I 1-5-1 I 2-6-0 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 b b 0 0 A A e e e e e e e 354= 13 12 11 10 9 8 1.5x3 II 1.5x3 11 4x4= 4x4= 3x4= I 2-10-11 13-5-11 1 40.11 1 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,V)— 12:0 1-8,Edgel.13:0 1-8,Edoe1.19:0 1 S,Edael,(10:0 1-8,Edael,113:Edge,O 1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 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 Incr YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. (lb)-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 4-10=-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. 4,<<-9`°) P R OFFss C��co �, G,INEFR /O 2 Qt :,..40PE 9r y OREG�r.� Oti0 GARY 12 20�� SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 $ t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MT Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ' MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Qualify Cdfeda,DSB-89 and BCSI Bolding 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 R46042202 PL15-408_UPPER F16 FLOOR 12 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:14 2015 Page 1 ID:c53KNt9S8dZAN gLpvMEnZkyCd I1-20FXI DfeFMT5yzg NQ Vum LnK9Mn8oRT6nngOlblyCcvh 1 2-4-4 H 2-6-0 Scale=1:40.3 1.5x3 II 4x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 'NIIN 7'NN 7 r NNi- iiii°7- -Nii-- d d N CV e m e e • 18 17 16 15 14 13 12 1.5x3 I I 4x8= 3x6 FP= 3x5= 3x5= 3x8= 3x4=- I I 23-1-4 I 23-1-4 Plate Offsets(X,Y)-- 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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 Incr 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. (lb)-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. .<(51,0PR OF4-6,, �,\� �NGINEF9 %02 cc' (a0PE vf" IP 7 ORE•N r.. Oy0�'4 RY 12 2„\-C1 OSOONA Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 e __ t ®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 MiTekm connectors.This design s based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualiy Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042203 PL15-408_UPPER F17 Floor 16 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:14 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-2OFXI DfeFMT5yzg N QVum Ln K93n7FRURnngQlblyCcvh (-7-41 2-6-0 I 0118 Scale=1:40.7 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 9o 7 Nsx - 7 SN. , 21 0 7 NN4t V A N w ' m a 20 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= °1r8 23-11-12 0-1-8 23-10-4 Plate Offsets(X,Y)— 119:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 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 Inc: YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:1201b 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. `�� .0 PR OFFSS C��co �\JG I N 4- /, ' 8 .-40 P E �r ille' r 111 7 ORE . ,.� 0h. rUq RY 12 2°\ C ,Li SOON, Digital Signature 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.1W03/2015 BEFORE USE. MN, Design valid for use only with Mack®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/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042204 PL15-408 UPPER F18 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 14:39:15 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCd I1-WaovWZgGOgbyZ7FazCP?u?sH KAalA5XxOUm I7kyCcvg 0-1-8 1 1 I 1-5-12 3k4= 21 3x4 I Scale=1:13.2 - - ■ II 6 ,' 1.5x3= 1111 ori N 1.5x3 = "UI' 5 • r limmimmonez 3 1.5x3 11 3x6= 1 1-11-12 1 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 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 Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/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(plf) Vert:3-4=-8,1-2=280(F=-200) ��� c 4. (7 PROFFss �\ \AGIN . w 8 .40PE 9r OR ON :3 1Z 2° R 00 SOOt.1O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 ! 8 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.10/03/2015 BEFORE USE. 1111, Design valid for use only with M1ek®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 MaTekr° 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/IBMQuality 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 R46042205 PL15-408_UPPER F19 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-WaovWZgGOgbyZ7FazCP?u?sM2AalA5Xx0Um l7kyCcvg 0-1-8 1.5x3 II H I 1 3k4= 1-7-4 I 2 Scale=1:13.2 U NI 6 i1 1.5x3 = 0 d ' N 1.5x3= EMI 11111 5 '/ 3 1.5x3 II 3x4 1-11-12 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 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. (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. 1 ��4ti� PROp6, �C?\c� 8 a4OPE 9� 11111 y OR SON .� 0 'v&,4RY122-`) OO SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. Mil Design valid for use only with MTel&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 info the overall MiTek' /� building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi l;� er k' 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/TP[1 Quality Criteria,DSB-89 and BCSI Building Component Safety Informafon 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(oationall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-WaovWZgGOgbyZ7FazCP?u?sN?AagA50x0Um17kyCcvg Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 o_ e- ••. _ e- _ e s — L dd N N t Q O O O O O O O I 20 19 18 17 16 15 14 13 12 11 I 11-4-8 11-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft 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 BCLL 0.0 Rep Stress Incr 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. co <,_, ..13 P R OFFss �•-•, ANG I NEER /o2 Q 8 .40PE 9r OP 9 ORE .N C.6.�Z,q RY 12 2°�� 00 SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 i a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 8411-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MOekl&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 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/1P11 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042207 PL15-408_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd I1-_m M HjvhunzkpBHgmXwwE RC P WgawlvY54F8VrfAyCcvf 1.5x3 0-7-12 I 2-6-0 1.5x3 I I 1 2 4x4= 3 Scale=1:13.0 J � 5 4 4x4= 3x4= t- 3-4-12 I co' 3-3-4 Plate Offsets(X,Y(- 15:Edue,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 Incr 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 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=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. �<'\- p P R pFF�,s � NGINEFR /�29 cc 8 •40 P E �` • y OR SON RY ti � 0 N SOOO Digital Signature EXPIRATION DATE: 12-31-16 1 December 4,2015 ®WARNING-Verify design parameter;and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 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 Milek6 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and 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 R46042208 PL15-408_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 ID:c53KNt9S8dZANgLpvMEnZkyCdll=mMHjvhunzkpBHgmXwwERCPWIatPvWL4F8VrTAyCcvf I 1-3-12 1 2-6-0 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 0 A a o 1 L 1A& 10 9 3x4= 3x5= 3x5= 3x4 = 0118 14-3-12 I 0-1-8 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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 Incr YES WB 0.16 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. ��RE Q P R oppss c- 8 .40PE 9r' ,,,, -7A.ORE •N ,. O6y,&'1RY 12 20\/ O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 f $ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MIt9 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 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 property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/f911 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 R46042209 PL15-408 UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-SzwfwFiWYHsgpRPy5dSTzQyf7_AfetmDToFPBdyCcve �� 2-6-0 I 0-1Ii8 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 e e .. e _ _ m'e_ V w 20 a \ 7N. NN Nt..... 7. a N N 4•7 o m o 19 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5 = 3x8= 3x4= I 21-6-12 21-6-12 Plate Offsets(X,Y)— (1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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(lb)or less except when shown. TOP CHORD 1-18=-949/0,1-2=414/0,2-3=-414/0,3-4=-2170/0,4-5=-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. <�ptiD PR Op mac. SO x-NGINEF'Y /�2 Q 8 .40PE 91- APP -7,,,ORE ON r.� Ozy &gpi, Y12294, 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 t $ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. e„ 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 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 Qualify Citteda,DSB-89 and BCSI 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 R46042210 PL15-408 UPPER F24 Floor Girder 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdtl SzwfwFiWYHsgpRPy5dSTzQydv_FcezHDToFPBdyCcve 0-1-8 H I 1-8-12 I I 2-0-8 1 2-6-0 Scale=1:38.6 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x4= 3x6 FP= 3x4= 3x4 II 2 3 4 5 6 7 8 9 10 11 e - - - m ° N as & 20 w.' —/ 7 7 ., -N.— d a m, 19 lx c2Q ) XhDXxXXX XXN/ XXXXXXx XXA7V XXXXxx 2cAXXxJ�XXxx>CX?C A 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x5= 3x5= 3x5 = 3x6= 1 2-1-4 1 22-4-12 I 2-1-4 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Incr NO WB 0.18 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. 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) s)shall be provided¢rrffieiPrtt 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). RED PR OFF 1)Lead+D S) Standard �� `, GINE 9Ss/29 1)Dead Floor+ Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �GJ tJ E 0 Uniform Loads(plf) 8 s 40 P E Vert:12-18=8,1-2=-180(F=-100),2-11=-80Q f Concentrated Loads(Ib) Vert:1-336(F) OP tr:44.ORE • . N r. 0 .NA2f -%. 0 RY 12 OO SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 o WI®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIr-7473 rev.10/03/2015 BEFORE USE.Design valid for use only with MiTek®connectors.This design is based on upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated b to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/TP11 Quality Crtleda,DSB-89 and SCSI Building Component Suite 109 Safety 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 R46042211 PL15-408_UPPER F25 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-w9U18bi9Ib_XQa_9fLzi WdUsROcTNSmNiSyk3yCcvd 0-H6 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 9 0 a 0 z a 0 0 0 0 0 0—mom 0 0 0 1 38 O d dO A N G 6a o ^ a c a o 0 o a o a o ii 37 xxxxxx2VKxxx x vU xxxxxxxxxxx xxxxxxxxxxxxxnxxxxxxxxi9 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1 1-4-0 j 2-8-0 j 4-0-0 1 5-4-0 I 6-8-0 1 8-0-0 j 9-4-0 I 10-8-0 j 12-0-0 1 13-4-0 j 14-8-0 I 16-0-0 j 17-4-0 1 18-8-0 1 20-0-0 j 21-6-12 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) 1/defl L/d 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/TP12007 (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. '`(c� .p PR()Pe, ��\� .8‘. NG)N�F9 /O2 8 �40PE v� .- OR Air/k0 Jo O�y��gRY 12 2°�� °° SOON Digital Signature I EXPIRATION DATE:12-31-16 December 4,2015 e , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111.. Design valid for use only with MiTekr8 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 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/IP11 Quality Criteria,DSB-89 and SCSI Building Component Safety Inlomralion 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 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:c53KNt9S8dZANgLpvMEnZkyCd I1-OL2Q Lxjn3u6N2kZLC2Ux2r1_dog76kwWx6kWGVyCcvc 1 1-0-4 1 2-6-0 0-'g8 Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 ,_ e o a m 1 7 44SN 7 ''''N V - 7/".. a 21 N V a N i.' A 20 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 1r8 24-4-12 I 0--8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 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 Incr 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 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=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. <OCIs © PR©Fens -\N 04G j N E6- u//°-.. Q : >640PE c--- 0 S 0 Air -v ORE ,. C>, �A RY 12 `ZO:�? 0 soon Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 a _ B ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev.10/03/2015 BEFORE USE. l. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '{ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 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 R46042213 PL15-408_UPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-0L2QLxjn3u6N2kZLC2Ux2r10Wovh6uZWx6kWGVyCcvc 1-7-4 1 2-3-0 1 1 01l,8 Scale=1:23.3 1.5x3 11 1.5x3 = 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 = 1 2 3 4 5 6 7 s 13 0 d /x _7,-Not _looz,-x _ b N rV a o 12 1 10 9 3x4= 3x5= 3x5 = 3x4= 1 13-5-12 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -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/TPI2007 (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. - D PROFFss ���� �NGINEF9 ��2 8 a4OPE 9c" yA.OR if N. 0 'v&A Y 12 rl, CI 00 SOON O 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 Mgt-7473 rev.10/03/2015 BEFORE USE. la., 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 ///i Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/SP11 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042214 PL15-408 UPPER F28 FLOOR SUPPORTED GABL 23 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:3920 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCd I1-tYcoZH kPgC EEgu7Xm m?Ab2aD3B 12rMm gAmT3oyyCcvb 1-0-8 1.5x3 11 1 3x4= 2 Scale=1:13.2 • O T 1.5x3 II 3x4= p 1-3-8 0-0-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) 1/deft 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/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. ¢tip Rape co' NGINEE9 /029 8 .40PE • `y ORLON 0�•O&gRY 12 `ZOIC? O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 • i B 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 Mitel/S connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quoldy Criteria,DSB-89 and BCSI Budding Component Solely 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 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 MiTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-tYcoZHkPgCEEgu7Xmm?Ab2aDABI3rMmgAmT3oyyCcvb 0-10-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 d 0 2 N N 4 • •: .1 1.5x3 I I 3x4= p 1-1-12 04-3 1-1-12 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d 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 1BC2012/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 bracing. 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. <<-?E PR opFss 1/440 .tJG NEF9 /029 ( OPE r ? ORE •1110 ,moo (��ARYj22 (j SOON Digital Signature EXPIRATION DATE: 12-31-16 1 December 4,2015 e a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ekt®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 IVIi(ek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042216 PL15-408_UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-tYcoZHkPgCEEgu7Xmm?Ab2aDNBI5rMmgAmT3oyyCcvb 1.5x3 II 1 454= 2 Scale=1:13.3 2, , ry 1 4 3 1.5x3 I I 4x4 = II 0-9-12 0-0.4 0-9-12 Plate Offsets(X,Y)— I1:Edge,0-1-81,f3:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft 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 Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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(lb)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. 8 >,40PE 9� 9 ORE •N �o 0 '&4Y12 �� v� SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 e f ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 511I.7473 rev.10/03/2015 BEFORE USE. M1111 Design valid for use only with Mitek®connectors.This design 1s based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SP11 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 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 MiTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-LkAAmd11 b1Mv15H2ijKTWP8G60pbeHapOpOQDcKOyCcva 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 - o 4• • • . 1.5x3 I I 3x4= p 1-3-8 0- 3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d 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: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. �E a PROP �< ess N GINEF9 ki Q 8 .40PE 9r y ORE •N .� 0/yr, RY 12 2°� � � SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t t 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 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 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 AHi ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042218 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 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdl1 bWM5H2ijKTWP8G60SbeEapUpOQDcKOyCcva 1 2 3 4 Scale=1:13.0 L _ o I 8 7 6 5 3-7-0 � 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 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 Incr 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(lb)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. 444 8 •40PE 9f 41111W • -7OR SON O6,, ARY122 00 SOON 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 MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeklb 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 and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,055-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042219 PL15-408_UPPER F40 Floor Supported Gable 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdl1 bWM5H2ijKTWP8G6OrbelapOpOQDcKOyCcva 1 0-9-12 1.5x3 I I 1 3x4= 2 Scale=1:13.2 0 c, d d N A • ♦1G4► 1.5x3 II 3x4= I 1-0-12 I 1-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 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. 1 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(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. ��¢�b P R OFFSS �C?\c, �NGtNE�9 ��2 8 :,40PE 9c' d 9 ORE :o "o �y0 Ciq RY 12 `ZOIC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ii o ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design k based only upon parameters shown,and is for an individual building component,not NI. 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 k to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Bulding 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 R46042220 PL15-408_UPPER F41 Floor Supported Gable 1 1 Job Reference(optionall 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 1 1-3-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 - o •' N 4 ♦ ♦ 47 ' 1.5x3 I I 3x4= 1-6-8 1-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Loc) 1/deft Ud 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 lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/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 1-6-8 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. NG NEF Q. 2 4-c 8 40PE 9� 9 ORE •N 0y2�q RY ° ;; ° o Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 c , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. 111 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 and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ////Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols nl Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. �Mik. 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 or X-bracing,is always required. See BCSI. Q-14 6 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I MIIIMIE_ O IL\1111Milp, pbracing should be considered. 1—� O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. i— 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 6.7 - O- designer,erection supervisor,property owner and plates 0-''u' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. �-- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer, reaction section indicates joint ® number where bearings occur. Min size shown is for crushing only. X117.Install and load vertically unless indicated otherwise. I10 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. pictengineerures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is aprond notjet sufficient. BCSI: Building Component Safety Information, MiTeke 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 m iTek ;g1( 7777 Greenback Lane,Soft 109 Citrus Heights,CA 95610 Telephone 916476-1900 Fax 916.676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1, Marcos Hernandez and MiTek USA,Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date 1hr my Oregon civil engineering license is June 30, 2019 For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, to PROS N Ak IN„\G‘ 8122PE ORECION 41(c- 447 ts5 12:1' Co A lit,. EXPIRES:64049 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � RcO PROpp. cSS acs G1N 'c1? /p Qw 89782PE vc' q 'I RY 1 J Q'• ,31/2016 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 ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-37) 41 3-5=(-120) 127 BC: 2x9 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"0C. DON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 NSF BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 NSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 1 0'- 0.0" -69/ 325V -29/ 78H 5.50" 0.52 KDDF ( 625) il I LL = 25 PSF 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 COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, 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 = 0.016" @ 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" T 1' 'f MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 5.2" 6.00 c Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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, B Truss designed for wind loads in the plane of the truss only. M O I la1O N ,r ISVO II 1 2 �� 0 M-3x4 M-1,5x3 l 1 l 3-08-04 0-03-12 y i y 1-00 4-00 „....5 " eyc P� S0 9782PE JOB NAME : 5019-A POLYGON - Al Scale: 0.6145 rir �k'�.___.._.. WARNINGS: GENERAL NOTES, unless otherwise noted. "� OR �� s�.� 1.Builder end erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown end is for an individual 1� `( Truss: Al and Warnings before construction commences building component Applicability of design parameters and proper ,• (Y.,/ 2.2x4 compression web bracing must be Installed where shown v. incorporation of component Is the responsibility of the building designer. I la�(]" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom unless chortle to be laterally braced al f l I _j Is the responsibility of the erector.Additional permanent bracing of 2'oa.and at f 0'o.c.respectNeN braced throughout their length by /(�� V continuous sheathing such as plywood eheathIngere s andlor drywall(BC). PA 1 DATE: 7/13/2015 the overall structure is the reaponaibiftly of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.1 L. SEQ. : K1301115 4.No load should be applied to any component until eller ell bracing and 4.Installation of trues la the responsibility of the respectle contractor. fasteners are complete and al no time should any loads greeter than 5.Design assumes trusses aro to be used In a non-corrosive environment, TRANS ID' LINK design roads be applied to any component end are for"dry kill on"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design tteassumes NII bearing et ell supports shown.Shim or wedge ifEXPIRES: 12131/2016 ry. fabrication,handling,shipment and installation of components. 7.Design essumelo adequate drainage is provided. July 13,2015 6.This design b furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center TPI/WICA in SCSI,copies of which v411 be furnished upon request. fines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&STR LOAD DURATION INCREASE = 1.15 1-2=(-89) 61 1-4-(-37) 39 2-9=(-120) 126 SC: 2x9 KDDF #160TR SPACED 29.0" O.C. 2-3=(-10) 5 WEBS: 2x9 ROOF STAND LOADING TC LATERAL SUPPORT <= 12"0C. NON. LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. NON. 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 •�a a ,., a 1 _ _a _ g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.016" @ 2'- 1.0" Allowed = 0.223" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.016" @ 2'- 1.0" Allowed = 0.334" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06-12 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.8" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.2ft, TCDL=4.2,ECDL=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 ......igiai M 1 O O N N I /- 11111Z -I i ill.M00.4 M-3x4 M-1.5x3 1 1 1 3-06-12 0-03-12 1 1 3-10-08 c\O) PR ,„S�� NG N E LS,-,, w 2-� '`r 89782PE v" JOB NAME : 5019-A POLYGON - A2 ✓- Scale: 0.5958 . - WARNINGS: GENERAL NOTES, unless otherwise noted: 6. h40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an indhldual 19,4 OREGON d �„ Truss: A2 and Warnings before construction commences. building component.Applcabl0tyof design parameters end proper /, 2.2s4 compression web bracing must be IneaIed where shown e. Incorporation of component is the responsibility of the building designer. �! Vt7�.y y, G � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chortle to be laterally braced e1 7 'l rT�+ :J is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by i DATE: 7/13/2015 the overall structure is the responsibility I the buildingdee 2x continuous sheathing or such as plywood required sheathing(TC)s antl/or tlrywall(BC). fS/� { \. puna N o designer. 3.2r Impact bridging or lateral bracing requlretl where shown�v /'1 L.. SEQ.: El3 01116 4.No load should be applied to any component unlit alter all bracing and 4.Installation of truss is the responsibiIly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be appaed to any component. and are for"dry condition"Ouse. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes lull bearing at al supporta shown.Shim or wedge if q EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design a .1ssumes adequate drainage is provided. July I3,2015 8.This design Is famished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and pieced so their center TPIN✓ICA In BCSI,copies of which will be furnished upon request. lines coincide with joint anter lines. 9.Digits indicate eine of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting . system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL-( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.lft, 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=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. j LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REkUIREMENTS 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 ANb BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING 7-07-14 7-07-14 TO ONE FACE ONLY 1 TT 12 IIM-4x4 12 14.00 41 '14.00 o /- 4lllIIIiii1 -/ O O 4 5 .< c.0 PROF,Cs 1. 1-00 15-03-12 C.... 1G1NE '9 S2(?0, y39782PE JOB NAME : 5019-A POLYGON - AGE /� r� .__,.....„:7,„___ �....._..,,__ WARNINGS: GENERAL NOTES, unless otherwise noted. C! 41 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is br an Individual "$7� OREGON ©es �,,. Truss: AGE and Warnings before construction commences. building component.Applicability of design parameters end proper /_ q 2.2x4 compression web bracing must be Installed where shown+. incorporation of component k the responsibility of the building designer. ,,.e'1A 111 a.,y A G V 3.Additional temporary bracing to Insure stability during construction 2.2 5.5,assumes the top end bottom unlesschobrds aced o be laterally braced at J 'l/`�' J is the responsibility of the erector.Additional permanent bracing of Y o.c.and et IS o.c.respectively braced throughout their length by • ` (�''')l\ DATE: 7/13/2015 the overall structure Is the responsibility of building deal continuousxImsheathing such l bs phwootl required l rete s ownand/•r tlrywell(BC). '"A U1.+ P h o g Bner. 3.2x Impact bridging or lateral bracing where shown++ SEQ.: K13 01117 4.No bed should be applied to any component until after ail bracing and 4.Inatallelbn of truss Is the responsibility of the respective contractor. listeners are complete and el no time should any loads greater then 5.Designs ee trusses are to be used Ina non-corrosive environment, TRANS I D. LINK design bads be applied to any component. and ere Idly condition.'or use. 5.CompuTrus hes no control over and assumes no responsibility for Me 8 nDec en eaeumea lull bearing et as supports shown.Shim or wedge II EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation o/components. assume 7.Pierce assumesadequatedrainage isprovided. UI 13,2015 8.This design M famished subject to the limitations sal forth by 8.Plates shell be located on both feces of imas,and placed so their venter Y TPNNTCA In BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Int./ConlpuTma Software 7.6.6(1 L)-E 11 For bask connector plate design values see ESR-1311,ESR-1588(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 #16BTR 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 KDDF SS 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 #16BTR; 3- 4=( -7682) 1874 10-11=(-1650) 7356 9- 2=(-5728) 1316 12- 6=(-7870) 1822 2x6 KDDF #16BTR A LOADING 4- 5=( -7682) 1874 11-12=(-1614) 7446 2-10=(-7342) 1708 6-13=(-5600) 1300 LL = 25 P5F Ground Snow (Pg) 5- 6=(-11672) 2674 12-13=(-3252) 14524 10- 3=(-1478) 6596 13- 7=(-3406) 15146 TC LATERAL SUPPORT <= 12••00. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF D'- 0.0" TO 20'- 5.2"65 7=(-13606) 3084 13-14-) -238) 1054 3-11=(-4584) 1178 7-14=(-8394) 1908 BC LATERAL SUPPORT <= 12"00. TON. BC UNIF LL( 525.0)+DL( 377.0)- 902.0 PLF D'- 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 TRIP 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 -/ LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) � ( i ) complete tplysws required. 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) `Al 9" oc in 2 row(s) throughout 2x6 top chords, AA, 4" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF 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. o ICOND. 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" T .f 1 I f MAX TL CREEP DEFL = -0.324" @ 13'- 9.2" Allowed = 1.301" 3-05-01 3-06-08 ` A 3-03-01 3-03 3-06-09 3-05-01 ,' 1 1♦ ' 1' 1 I MAX HORIZ. LL DEFL = 0.028" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.046" @ 20'- 2.5" 12 12 M-4x12 14.00 7 \14.00 4 0" Design conforms to main windforce-resisting 4 system and components and cladding criteria. 11111111111N111%S:11:11111111.5110 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-4x8 3 int-10x10 • M-5x16 M-5x16 o 111 A � MEI` ■`IJ ���Sn'C �p �I�I=mN 8`- 9 10 11 12 13 --14 M-3x10 M-7x10 -M-10x10 M-7x10 04-12x14 14-12x14 M-7x8(5) M-3x10 * 1 .1 l 1 l l 3-01-09 3-06-08 3-06-08 3-06-09 3-06-09 3-01-09 2 PR ry � * * J, 8-05-04 * 12-00 y \�- ,t,\ `INC-+� t-va 20-05-04 89782PE -<" JOB NAME : 5019-A POLYGON - AGIRDER ' =''- G` Scale: 0.2186 --�y WARNINGS: GENERAL NOTES, unless otherwlae noted: C+= //`'��pp��C ..J 40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual jt_ �,JFf-1 EGON. /� a„� - Truss: AGIRDER and Warnings before construction commences. building component.Applicability of design parameters and proper �// (7 J 2.2s4 compression web bracing mud be Inste%ed where shown A. Incorporation of component is the responsibility of the building tlealgner. '%,'N/AR l Vrt Ry Y_ V �t� 3.Additional tem bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 7 "7 :7 rotary g V g sone 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ie Me rail t ibiRly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). P./1 t i{ C1` DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where shown v i r{V 1..� SEQ.: K130111 8 4.No bad should be applied to any component until after ell bracing end 4.Installation of trues Is the responsibility of the respective conlrector fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. end are for"dry condition"plus.. 5.CompuTrus has no control over end assumes no responsibility for the 6 Design saumee full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment andletlon of components. 7.Design assumes adequate drainage Is provided. July 13,2015 6.This design Is famished subject to theelimitations set forth by 8.Plates she%be located on both laces of truss,end placed so their center TPI/WTCA In BCSt,copies of which will be furnished upon request. linea coincide with joint center lines. B.Digits Indicate sive of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1989(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 11.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacibg. TC: 2x9 KDDF lel&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms mtoe main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=29.2ft, TCDL=9.2, En.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 = 92.0 PSF load duration factor=1,6, considered for this design. I Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UOI. M-1x2 or equal typical at stud verticals. I 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 rn 12 IM_4*4 12 19.00 R \19.00 111111 , a 1 IIIII 11111 N N 9 5 11-00 y 13-11-08 y1-00 �. I �.0- 89782PE 9� JOB NAME : 5019-A POLYGON - B1 =� Scale: 0.2802 /��'�� --' i WARNINGS: GENERAL NOTES, unless otherwise noted: rye} (�I I.Builder end erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown end Is for en individual " ` ORE (y Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper /�// AO 2. 2.2x4 compression web bracing must be Gabbed where shown+. Incorporation of component is the responsibility of the building designer. � („/� s V at 3.Additional temporary bracing lo insure stability during construction 2.Design assumes the top and bottom unlesschoion to be throughoutty braceden h Me reaponslbSty of the erector.Addlibnel permanent bracing of Y o.c.and at 10'es.reapeca,ely braced their length by DATE: 7/13/2015 the overall structure is the rasponelb181y of the building designer, continuous shgingior such l bracing awooe aired where s ownand/or drywell(BC). �j„ 1 3.2x Impact britlging or lateral ponsibi required where shown.. SEQ. : K 13 01119 4.No load should be applied to any component until alter ng bracing and 4.Installation of truss b the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are b be used in a non<onoslve environment, TRANS ID: LINK design mads be applied to any component. and are or^dry full Weans use. 5.CompuTrus has no control over and assumes no responsibility for the R Design assumes full beefing at all supports shown.Shim or wedge If awry. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 6.This design is furnished subject to the Iimttetbns set forth by B.Plates shall be located on both faces of trussPand placed so their center TPIIWTCA in SCSI,copies of which w9l be furnished upon request. lines coinGde with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CofnpuTnls Software 7.6.6(1 L)-E 10.For back connector plate design values see ESR-1311,ESR-7986(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: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4826) 1132 6- 7=(-286) 320 6- 1=(-5709) 1309 8- 9=(-1122) 902 BC: 258 KDDF #1&BTR 2- 3=(-3956) 1050 7- 8=(-782) 3052 1- 7=( -758) 3414 9- 9=) -368) 1948 WEBS: 2x6 KDDF #2; LOADING 3- 9=(-3956) 1050 8- 9=(-692) 3052 7- 2=( -366) 1998 9- 5=( -758) 3919 2x9 ROOF STAND A LL = 25 PSF Ground Snow (Pg) 9- 5=(-9826) 1132 9-10=( -82) 309 2- 8=(-1122) 902 5-10=(-5709) 1309 TO OIIS LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 13'- 11.5" V 8- 3=(-1522) 5686 TO LATERAL SUPPORT <= 12"00. UON. BC NOIE LL( 578.1)+DL( 913.1)- 991.2 PLF 0'- 0.0" TO 13'- 11.5" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA J� LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1668/ 7365V -289/ 289H 5.50" 11.78 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN 13'- 11.5" -1668/ 7365V 0/ OH 5.50" 11.78 KDDF ( 625) nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spat i,1 1g. /)(v)(\ 5" oc in 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 4 . I 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" '1' T T 1' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 14.00 7\14.00 Wind: 140 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, /// 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4C load duration factor=l.6, pq I Truss designed for wind loads in the plane of the truss only. . M-3x9 M-3x9 z 4re 114011111111111111 M-3x10 M-3x10 o ter o NI 1I EMIa �1 M 5,, N lot Y V III 7.; V iD V �N 6'-'-' 7 8 9 10 M-3x10 M-4x10 ' M-10x10 M-9x10 M-3x10 y y y y y (} PR f?,c'�C.S, • 3-05-19 3-05-19 3-05-19 3-05-19 5 COIN / y 13-11-08 y ,,\ , ©�� cr 89782PE c' JOB NAME : 5019-A POLYGON B2 Scale: 0.2567 WARNINGS: GENERAL NOTES, unless otherwise noted G0/sy �`0 1.Builder and erection contractor should be advised of all General Notes 1.This design b based Only upon the Poremelers shown and la for an individual }r OREGON /ti �. Truss: B 2 - and Warnings before construction commences. building component.Applicability of design parameters and proper J- (1 V ^ 2.2x4 compression web bracing must be installed where shown+. Incorporation o1 component k the responsibility of the building designer. -rya k.V,I� V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chortle to be laterally brand at •R Y 1 v .,,e‹,, Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by V continuous sheathing such as plywood here)and/or drywall(BC). PAUL i 4 \ DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• V{.• SEQ.: K 13 0 1 12 0 4.No load should be applied to any component until after all breung and 4.Installation of truss Is the reaponaromty of the respective contractor. fasteners art complete and al no erne should any loads greater than 5.Design assumes trusses ars to be used in a non-wrroslve environment, TRANS ID• LINK design bads be applied to any component. and are for"dry condition of use. 5.CompuTms has no control over and assumes no responsibility for the 8 Decasury esign assumes lull bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 132015 6.This design Is furnished subject to the limitations set forth by B.Plates shag be located on both faces of truss,end placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide ash joint center lines. 9.Diggs indicate site of plate In inches. MITek USA,Isc.ICompuTlus Software 7.6,6(IL)-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 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 12-13=(-582) 1894 2-12=( -214) 225 8-17=( -54) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -52) 88 13-14=(-686) 2347 12- 3=(-2486) 954 17- 9=( 0) 204 WEBS: 2x4 KDDF STAND 3- 4=(-2290) 991 14-15=(-587) 2202 3-13=( -53) 658 9-18=(-3044) 1138 LOADING 4- 5=(-2451) 1129 15-16=(-599) 2175 13- 4=( -439) 161 18-10-) -263) 281 TC LATERAL SUPPORT <= 12"0(9. UON. ! LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2025) 1077 16-17=(-777) 2435 4-14=( -126) 194 BC LATERAL SUPPORT 6= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-2023) 1079 17-18=(-884) 2440 14- 5=( -71) 431 TOTAL LOAD = 42.0 PIF 7- 8=(-2627) 1193 5-15=( -723) 440 OVERHANGS: 12.0" 12.0" 8- 9=(-2920) 1234 15- 6=( -675) 1479 LL = 25 PSF Ground Snow (Pg) 9-10=( -62) 151 15- 7=( -920) 516 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(S) 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 24 "oc spacitg. 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" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 3.0" Allowed = D.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. f/4-00-06 6-00-06 6-00-06 6'-70-06 6-00-06 6-00-06 6-01-15 5-10-13 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 1 f f f ,1 1 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 M-4x6 12 Truss designed for wind loads 6.00 1;:- Q 6.00 in the plane of the truss only. 4.0" 6 #f(\11117))17 M-3x9 4 M-5x6(5) 6' M-5x6(5) 0.25" 0.25" 9 • M-3x8 �M-4x4 \IA M-1.5x3 Mo 2 o �K \` 1.5x3 -.(I qa _ M to N 12Y 13 14 15 �16 17 r8 -J' M-4x6 M- 9 M 8 M- x9 M-5x6 -� p M-5x6(S) M-5x (S) < cS) y � y 6 y � ui O � ''6-00-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 y y y ) , 1-00 46-03 1-00 '� ,9782PE r` JOB NAME : 5019-A POLYGON - C7 Scale: 0.1267 .4.---e- WARNINGS: GENERAL NOTES, unless otherwise noted: i 8..... � OREGON OIV Truss: C 7 I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Indlldual ,,} ill and Warnings before construction commences. building component.Applicability of design parameters and proper L 4(t Iy� '" 2.2a4 compression web bracing Must be lndalbtl where shown Y. incorporation of component Is the responsibility of Me building designer. 9,5, (Jul R y 16 (l 3.Additional temporary bracing to Insure stabllNy during construction 2.Design assumes the lop end bottom chords to be laterally braced at 7 lathe rospoesibility of the erect r.Additional permanent Gracing of 2'o.0.and 5110'o.c.respectively unless braced throughout their length by ` DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheet where and/or dryeell(BC). 'o AUL( �y g g 4.In Impact boil truss lateral boning required the where showo t a r'1 4 SEQ. : K 13 0 112 I 4.No load should be applied to any component until eller all bracing and 4.Installation of hues is the responsibility of the respective contractor. fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design beds be applied many componeM. and.reo�rypondinon^o use. 5.CnmWTrus hes no control over and eawSr no responsibility far the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necesfabrication,handling.shipment end Installation of components. 7.Design adequate drainage is provided. July 13,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so(heir center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.MiTek USA,Inc./Com uTrus Software 7.6.6 1L)-Eto.For basics indicaten eke of plate a inches.values( For connector plate design values see ESR-7317,ESR-1988(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 TO: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 11-12=(-538) 1786 1-11=( -89) 98 15- 7=( -409) 299 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2198) 990 12-13=(-665) 2299 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) 2918 3-13=( -101) 203 17- 9=( -263) 281 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2607) 1185 16-17=1-879) 2426 13- 4=( -79) 402 TOTAL LOAD = 92.0 PSF 7- 8=(-2903) 1227 4-14=( -699) 431 OVERHANGS: 0.0" 12.0" 8- 9=( -62) 151 14- 5=( -669) 1460 ** For hanger LL = 25 POE Ground Snow (Pg) 9-10=( 0) 50 19- 6=( -921) 516 q specs. - See approved plans 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 spacibg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 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" @ 95'- 8.5" MAX HORIZ. TL DEFL = 0.127" @ 45'- 8.5" Design conforms to main windforce-resisting 21-10-08 29-01-08 system and components and cladding criteria. 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 T ,' T f T 'f load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 4.0" 5 '(-4 M-3x9 3.1" M-3x4 M-5x6(5) 4 6 M-Sx6(S) 0.25" 0.25" 3 r� + M-3x6 + 1:1-4x4 2 M-1.5x3 N \1110 \M-lo 5x3 0 N 11 lie 12 13 14 1'15 16 ,7 1 M-4x6 M-3x4 0.25" M-3x8 0.25" M-3x4 M-5x6 r' •�c1OF:CS o PRQ M-5x6(S) M-5x6(S) GIN • Cr/ l l l l l l y \. Q 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 CZ' ?r 1 46-00 i 00 'L 89782PE ‘-- ---'1> e i-} . JOB NAME : 5019-A POLYGON - C5 //,1i' 177- Scale: 0.139 . --^- WARNINGS: GENERAL NOTES, unless otherwise noted: f...- OREGON h1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7' OREGo N f'� Truss: C5 and Warnings before construction commences. building component.Applkablllty of deeds parameters and proper '{/J (7, 1 J 2.2a4 compression web bracing must be Installed where shown+. lr Incorporation of component Is the responsibility of the building designer. �.(eA a..+. G VQ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at `7/*r�/ :} Is the responsibility of erector.Additional 1 bracing f 2'o.c.and at 10'o.c.respectively unless braced throughout their length by epons ty o permanen g o continuous sheathing such es pwootl sheathing(TC)and/or drywall(BC). n+ry JI UL t L•- DATE: 7/13/2015 the overall structure is Me responsibility of the bullding designer. 3.2v Impact bridging or lateral bracning required where shown++ SEQ. : El3 0I 12 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design beds be applied to any component. and are for"dry condition"of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe necessary.6.Design assumes uNbearing etaitsuppodsshows Shim orwedge:f EXPIRES: 12/3112016 fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. July 13,2015 6.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPI/WTCA In BCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits indicate WS of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 11-12=1-538) 1786 1-11=1 -89) 98 15- 7=( -909) 299 BC: 2x9 KDDF #1&BTR I SPACED 24.0" O.C. 2- 3=1-2198) 990 12-13=1-665) 2294 11- 2=1-2417) 1021 7-16=( -55) 198 WEBS: 2x9 KDDF STAND 3- 4=1-2410) 1129 13-14=(-575) 2171 2-12=1 -79) 711 16- 8=( 0) 202 LOADING 4- 5=1-2005) 1073 14-15=(-591) 2156 12- 3=1 -995) 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) 2918 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=1-879) 2926 13- 9=( -79) 402 TOTAL LOAD= 42.0 PSF 7- 8=1-2903) 1227 9-14=1 -699) 931 OVERHANGS: 0.0" 12.0" 8- 9=1 -62) 151 14- 5=1 -669) 1960 M-1.5x9 or equal at non-structural LL = 25 POE Ground Snow (Pg) 9-10=1 0) 50 14- 6=( -921) 516 6-15=1 -163) 675 vertical members (uon). I BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ** For hanger specs. - See approved plans 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/ 2098V 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" @ 97'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.079" @ 95'- 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 4' � 4' 4' 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' 4' 4 I I' T 1' 4' T 4' load duration factor=1.6, 12 - 12 Truss designed for wind loads 6.00 L M-9X6 Q 6.00 in the plane of the truss only. 4.0" 5 ,l( M-Jx4 3.1" M-3x4 M-5x6(5) 400/0°°°/....". 6 / M-5x6(5) 0.25'y / 0.25" 3 7 +I M-3x6 + + -9x4 2 M-1.5x3 / o1 + \1`M-lo 5x3 11++ 12 13 14 '°I. 15 16 M'7 1 M-4x6 M-3x4 0.25" M-3x8 0.25" M-3x4 M-5x6 C�0Pryry OrAM-5x6($) M-5x6(5) C�50NGINIA:- s)�y y y y y y y 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 ,?y y y �" ,89782PE C- 46-00 1-00 JOB NAME : 5019-A POLYGON - C4 Scale: 0.1395 P1�, �/� ._/ WARNINGS: GENERAL NOTES, unless otherwise noted: C! `✓'-`- E!j ..-........ Truss C 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual "49. 0/ EGON 1's • and Warnings before construction commences. building component.Applicability of design parameters and proper f n© 2.2x4 compression web breGng must be Indelled where shown A. incorporation of component Is the responsibility of the building designer. '7,9 .(j� (,(Al i Y A6 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced at 7•T4- Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and ei 10 o.c.respectively unless braced throughout their length by DATE: 7/13/2015 the overall structure is the responsibility f the building tles continuous sheathing such as ph/wood required hone)and/or drywall(BC). P'A 13 I A Pons ty° e igner. 3.2x Impact bridging or lateral bracing where shown*a 4.- SEQ.: K 13 0112 3 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design a ea trusses are to be used In a non-corrosive environment, TRANS I D: LINK design wade be applied w any component and are owe y condition"of use. 5.CompuTrus has no control over and assumes no responsibiltly for the 8.Design assumes NII bearing et a8 supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling, sery. edlpmeetso eIlmilatInsset forth by 7.Designlsall elcated on Bboh Page is provided. July 13,2015 8.This design Is furnished subject to the IenBallona set fodh by 8.Plates shall be located on both faces of(ruse,end placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CornpuTraa Software 7.6.6(1 L)-E /0.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" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 10-11=(-379) 1555 1-10=( -88) 62 6-14=) -177) 161 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1884) 939 11-12=(-394) 1939 10- 2=(-2077) 431 14- 7-( 0) 576 WEBS: 2x9 KDDF STAND 3- 4=(-1983) 508 12-13=(-316) 1768 2-11=( 0) 579 7-15=(-1893) 373 LOADING 4- 5=(-1513) 996 13-14=(-254) 1460 11- 3=( -357) 131 15- 8=( -271) 178 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01.) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1519) 981 19-15=(-256) 1173 3-12=( -162) 146 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1654) 429 12- 4=( -26) 469 TOTAL LOAD = 42.0 PSF 7- B=) -104) 135 4-13=( -750) 260 OVERHANGS: 0.0" 12.0" 8- 9=( 0) 50 13- 5=( -270) 1022 LL = 25 PSF Ground Snow (Pg) 13- 6=( -372) 180 ** For hanger specs. - See approved plans 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacibg. 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" @ 40'- 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 system and components and cladding criteria. 21-10-08 17-10-08 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 5-09-12 T 1 1' 1' ' 1 f I load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p M-4x6 Q 6.00 4.0" 5 .6,( M-3x9 M-3x9 9 M-5x6(S) M-5x6(S) 0.25" 0.25" 3 M-3x6 M-1.5x3 z ` -i M-1.5x3 I 0 t f _ _ F4'* =_ 10** 112 13 L4 15 M-3x6 M-3x9 6 •25" M-3x8 0.25 M-3x5 �' � P R Or A. M-5X6(5) M-5x6(S) �.f\' ,, 'Nr SF J, 5-09-08 1 8-00-08 y 8-00-08 l 8-00-08 y 9-10 b C.?� �'� 4. /0�� J. 39-09 0-11-15 ,..,_<4., 89782PE Pr JOB NAME : 5019-A POLYGON - C3 ''i ' Scale: 0.1432 WARNINGS: GENERAL NOTES, unless otherwise noted: -_�J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indNldual '1,11..", } OFI E GON '• Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper '/(J- r j 2.244 mmpresslon web bracing must be Installed where shown*. incorporation of component tithe responsibility of the building designer. l./' V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be lateralty braced at �, '�R Y 15 Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and al 10'o.c.respectively unless braced throughout their length by DATE: 7/13/2015 la t overall structure Is the responsibility 1 the building dee continuous sheathing such as plywood shealhing)TC)and/or drywall(BC). PA U L �\ pone ty o g igner. 3.2x Impact bridging or lateral bracing required where shown** SEQ.: Ki3 0112 4 4.No load should be applied to any component until after all bracing and 5.4.Installation of truss isththe e r spo sie uply f the rsspahlNe roelve encontractor. til, fasteners are complete and at no time should any roads greeter thans ed g e sue e. ss as are use. TRANS I D: LINK design loads be applied m any component. 8.Design assumes mg bearing at all supports shown.Shim or wedge if 5.CompuTrushas nocontrol over and assumes noresponsibiliyfor the necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 5.This design Is furnished subiecl to the limitations set forth by e.Plates shall be boated on both faces of truss,and pieced so their center TPbWTCA In SCSI,copies of which will be famished upon request. Lines coincide with joint center lines. 9.Digda indicate Size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(WO) 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 "cc spacing. TC: 2x9 RUDE #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RIDE #16BTR SPACED 29.0" O.G. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. 1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 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, MWFRS(Dir), TOTAL LOAD = 92.0 POE load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. (LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11 (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-102 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. I 2110-08 17-10-07 f . 9-08-03 �' I 12-02-05 12-02-05 5-08-02 T 1 4 T 1' 12 •• I IM-9x9 12 f. 6.00 2 Q 6.00 Jit • M-3x5(S) I ♦yLni iIIIIi1U 0 N 4 5 M-3x5(5)+ 14-3x5(5) ��00 PR OFFS 1 19-05-08 y 15-05-08 b 9-09- C? , /°. • 444 39-08-15 Q ..39 JOB NAME : 5019—A POLYGON — Cl j7`"� // • Scale: 0.2125 / (�} ('�(�� 4a ......._- _...t WARNINGS: :Th: :;; :ud othe ;TYUSS CI llral Notes pon tIndidlladltty.. t h thegnetructionumes the top end bottom chortle M be laterally raced at PA U L (1" T Ie Me responsibility of ill erector.Additional permanent bracing of oo.and et 10'ob.respectNely unless braced throughout their length by !"' ;" DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. continuous2xImsheathing such l b acwooesheathing(TC)aired ereshown n drywell(BC). 3.In Impact aurae lateral bracing required of the whpreshewn t• SEQ. : K 1 3 I I Z rJ 4.No loadene should m applied to any component until ager g bracing end 4.Design a of truss is the areturesponsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 6.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads beapplied aany aampoco nt e.and are for"dry condition.of use. EXPIRES: 12131/2015 5.CompuTrus has no control over and assumes no responsibility kr the Design assumes lull bearing et ail supports shown.Shim or wedge if necessary. e July 13,2015 fabrication,handling,shipment Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the(lineation sat forth by e.Plates shall be located on both laces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In Inches. MiTek USA,Ina.ICompaTrus Software+7.6.6-SPI(IL)-Z 10.For basic connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF HIS BTR SPACED 24.0" 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: 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 PSF load duration factor=1.6, End vertical(s) are 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. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 24-01-08 24-01-08 1 -f '( 15-02-03 8-11-05 8-11-05 15-02-03 I I 4 I I 12 IIM-4x4 12 6.00 I . Q 6.00 I M-3x5(S) M-3x5(S) 0 N 1 C O ,-i 010 4 M-3x5(S) .c;+�G.V aPes- • J. y y <0 eyGINE . - /p 19-01-15 9-11-09 19-01-08 ;Ll -7 897Et2PE ' ...,1 -OD. 1-00 48-03 JOB NAME : 5019—A POLYGON — C10 G /l / ,._.___...._..._- Scale: 0.1714 C,, h. _..., WARNINGS: GENERAL NOTES, unless otherwise noted: 74,,O• REGO IJTTruss: C 10 and Warnings before construction commences. building component.Appllcabilly of design parameters and proper 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ,.s'/ V •R q<,;' 4, 7 2.h4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of Inc building designer. /t{�- S.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chords to be laterally braced al t 71 44 U (�.` la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !" \ DATE: 7/13/2015 the overall structure Is the res oneiblk of buildingdesigner. continuousxImps sheathinginor such bracing plywood re fired here s ownand/c crywell(BC). p ty o goer. 3.2a Impact bridging or lateral required where shown++ SE K13 0112 6 4.No bad should Sc applied to any component until eller all bracing end 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Inc noncorroslva environment, rj) (ry C design loads be applied to any component. and are for"dry condition"of tae. EXPIRES: 1t.!3112016 TRANS ID: LINK 6.Design assumes full bearing at all supporta shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. July 13,2015 fabrication,handling,shipment and installation of components. 7.Design as adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,end placed so their center TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software,7.6.6-SPI(IL)-Z 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 14-15=( -925) 2784 2-14=( -268) 286 19-10=( -229) 191 BC: 2x4 RIDE #1&6TR SPACED 24.0" O.C. 2- 3=( -63) 155 15-16=( -837) 2745 14- 3=(-3162) 1193 19-11=( -219) 1115 WEBS: 2x4 KDDF STAND; - 3- 4=(-3032) 1298 16-17=( -679) 2426 3-15=( 0) 211 11-20=(-4570) 1774 2x4 KDDF STUD A; LOADING 4- 5=(-2740) 1256 17-18=( -577) 2143 15- 4=( -58) 189 20-12=) -276) 274 206 KDDF #2 B j LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2160) 1143 18-19=(-1039) 3141 4-16=( -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. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2682) 1362 5-17=( -907) 514 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2688) 1258 17- 6=( -802) 1638 LL = 25 PSF Ground Snow (Pg) 9-10=(-5235) 2116 17- 7=( -790) 554 OVERHANGS: 12.0" 12.0" 10-11=(-5254) 2022 7-18=( -367) 774 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -59) 118 8-18=( -236) 196 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-) -2) 62 18- 9=(-1344) 594 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIE. 9-19=( -935) 2622 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -359/ 2144V -321/ 323H 5.50" 3.43 KDDF ( 625) 48'- 3.0" -361/ 2149V 0/ OH 5.50" 1.45 KDDF (1485) ICONS. 2: Design checked for net(-5 o9f) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 , MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -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" @ 48'- 0.2" '' MAX HORIZ. TL DEFL = 0.311" @ 48'- 0.2" 6-01 6-00-10 5-11-01 6-00-13 �4-00-12 3-11 3-11-08 3-11-08 3-11-08 9-03-09 4 1' T '1' f 1' T 4 T 'f ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p M-9x6 Q 6.00 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 45( load duration factor=l.6, 9! Truss designed for wind loads M- 7M-3x4 in the plane of the truss only. M-5x6(5) '411111111M1.5x35x3 cr �� =• 1.6, , , T ? 3 I. - 14 M-5x6 M-3x9 6625" M-3x8 M-5x10 M-4x12 M-5x6(S) d 3.50 3.50 l' �' y �' y 12 y 12 y 4.(c9,. ..'. Co„, P ry OP+ J' l 8-00-12 8-00-12 8-00 8-01-08 ,, 7-09-09 , 8-02-12 , ,, \C.N AGI 4 PROP+ 4>p 1-00 32-03 7-09-04 8-02-12 1-00 �? ^�©.yC� �j 48-03 y ..C" 89782PE • JOB NAME : 5019-A POLYGON - C8 .,,/ r' Scale: 0.1194 /,��•'��� WARNINGS: GENERAL NOTES, unlessotherwise noted: b Er, -`��� _ l`40 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual -a7+' Gr(I /•e Truss: C8 end Wamings before construction commences. building component.Applicability of design parameters and proper 'i• m 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibt of the building designer. ,.a7: G4 R y, 1�S 4. 3.Additional temporary bracing to Insure dribillly during construction 2.Design assumes the top and bottom ass braced to be laterally braced et 7l � . Is the responsibility of the erector.Addlibrrel permanent bracing of T o.c.and at l0,o.c.respeGHely unless throughout their length byit DATE: 7/13/2015 the overall structure Is me responsibility of buildingdesigner. continuo.Impact rhging org laterasacing re uiirel wheresend/or tlrywall(BC). r,4UL 9 p p o g 3.2x Impact bridging or laterel bradng required where shown ne SEQ.: KI3�112' 4.Na toed Mould be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective conirecto, fasteners are complete end at no time.Mould any bads greater than 8.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads beeppt dteenycomponent. and are for sty ondnio ureas. 5.Compuirus has no control over and easureea no responsibility for the 8.Design assumes full bearing at an supports shown.Shim or wedge if fabrication,hendlln shipmentcomponents. sorry. EXPIRES: i2/3112p16 g, aotheeIitatiocum ta. T.Design ierceassumes adequate drainage topmsa July 13,2015 S.This design is furnished subject to the Imitations set forth by 8.Plates shell be Scaled on both feces of truss,end placed so their center TPiIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrss Software 7.6.6(IL)-E 1o.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 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 135 13-14-) -938) 2787 1-13=( -155) 198 8-18=( -935) 2622 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3035) 1335 14-15=( -836) 2746 13- 2=(-3164) 1257 18- 9=( -229) 191 WEBS: 2x4 KDDF STAND; 3- 4=(-2741) 1267 15-16=( -679) 2427 2-14=( 0) 211 18-10=( -222) 1117 2x4 KDDF STUD A; LOADING 4- 5=(-2160) 1150 16-17=( -581) 2143 14- 3=( -88) 189 10-19=(-4570) 177.4 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2132) 1161 17-18=(-1039) 3191 3-15=( -400) 292 19-11=( -276) 274 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2682) 1362 18-19=(-1454) 3749 15- 4=( -167) 653 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2688) 1258 4-16=( -907) 514 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-5235) 2115 16- 5=( -808) 1639 LL = 25 PSF Ground Snow (Pg) 9-10=(-5254) 2021 16- 6=( -790) 554 OVERHANGS: 0.0" 12.0" 10-11=( -59) 118 6-17=( -367) 774 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -2) 62 7-17=( -236) 196 .. For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 17- 8=(-1344) 593 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) D'- 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) [COND. 2: lesion checked for net(-5 osf) uplift at 24 "oc soacilvg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" @ 48'- 0.2" 24-01-08 24-01-08 Design conforms to main windforce-resisting system and components and cladding criteria. 6-01 6-00-10 5-11-01 6-00-13 �4-00-12 3-11 3-11-08 3-11-083-11-08 4-03-04 ♦ 1 1 1 ♦ ♦ 1 ,( ' 1 1 1 Wind: 140 mph, h=25.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l ad uration 6.00 M-9x6 Trrussddesignedf forwindloads Q 6.00 4.0" in the plane of the truss only. 5 T( .! 1„ M-3x4 M-3x4 M-6x8(5) M-5x6(5) M-1.5x3 0.25" 0.25" \/\ 111\ M-1.5x3 M-3x6 M-4x12 0 M-1.5x3 is 1,1,1-1.5x3of + M-6x8 2 �(Io o.7r CX19 -Yo I13'* 14 5 16 17 r0 mi M-5x6 M-3x4 01.25" M-3x8 M-5x10 M-4x12 M-5x6(5) - 13.50 3.50 .. (] ;' y y / y 12 y2 y a PR OF�CtS 1 8-00-12 8-00-12 8-00 8-01-08 y 7-09-04 , 8-02-12 , , 6'tY ryG1NEE p y 32-03 7-09-04 8-02-12 1-00 ,,(, VGI-E �� 48-03 2 JOB NAME : 5019-A POLYGON - C9 ,--1'.'9/ ./e7.>;> .-- /. /, �..,. Scale: 0.1197 - - --- WARNINGS: GENERAL NOTES, unlesssotherwise noted: // (.....^ 44)OR /�(�' h4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based anly upon the parameters shown and is for an Individual Tom}- OIR E GO V /*s a,,. Truss: C9 end Warnings before construction commences. building component.Applicability of design parameters and proper 'fr r- (l w '( 2.2x4 compression web bracing must be installed where shown-i. Incorporation of component Is the responsibility et the building designer. .A Vtl R y A G V 4. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at 7 'l :.7 Is the responsibility of the erector.Additional permanent bracing et 2'o.c.and at 10'o.c.respectsely unless braced throughout their length by C, continuous sheathing such as plywood sheathing(TC)and/or Wywall(BC). AA. I t l Q1\ DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown r e lJ{.- SEQ.: K1301128 4.No load should be applied to any component until after all bracing and 4. nstallation of truss usse aretosibillayy of the tl Int a nrespectNe on nos a contractor. fasteners are complete and at no time should any loads greater then Design assumes design baits ba applied to any component. end are for'dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes lull bearing et ell suppo s shown.Shim or wedge If EXPIRES: 12/31/2016 ssery. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both laces of buss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTTus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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 2-6=(-253) 372 3-6=(-912) 239 BC: 2x9 KDDF #1&13TR SPACED 29.0" O.C. 2-3=(-437) 205 6-4= WEBS: 2x9 KDDF STAND (-120) 97 3-4=( -80) 74 LOADING 9-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX 11ORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 500V -36/ 105H 5.50" 0.80 KDDF ( 625) 8'- 10.3" -99/ 371V 0/ 011 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci'1g. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.196" @ 4'- 5.1" Allowed = 0.358" 'R+10 3-08-08 0-03-12 MAX BC PANEL TL DEFL = -0.220" @ 4'- 5.1" Allowed = 0.478" f f 12 MAX HORIZ. LL DEFL = -0.003" @ 8'- 9.8" 4.00 MAX HORIZ. TL DEFL = 0.004" @ 8'- 9.8" M-1.5x3 Design conforms to main windforce-resisting 5 system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 »w o I rl r1 N 0 /2 x . 5:"..6r M-3x4 M-3x4 1 1 , 8-04-12 0-05-08 1 1 1 1-00 8-10-04 „_- PRate, 4\< N`' NGc �' tic � �� °89782PE -.5?...„, JOB NAME : 5019-A POLYGON - E2 / . `--- tai - Scale: 0.5598 _ -- y / WARNINGS: GENERAL NOTES, unless otherwise noted: G., 40/'s (0 ,....1 I.Builder and erection contractor Should be advised or all General Notes 1.This design la based only upon the parameters shown and is for an individual 17 ©AEGON (�N Truss: E2 and Warnings before construction commences. balding component.Applicability of design parameters and proper Q 2.2x4 compression web bracing Gust be Installed where shown+. 2. Incorporation a�W ration of assumesthe op and sbottom chords the ito be'stealthy lity or the dbraaceding segner. 1,/;ii ,G `y 1 (,t �• 3.Is the responsibility temporary bracing to Insure stability during construction 2'o.c end at ID we.respectively unless braced throughout their length by ir ,l•17 IS the responslblur ofthe erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)Land/or drywag(BC). (r�.s� DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A,q SEQ.: K130 1 12 9 4.No load should be applied to any component until eller all brewing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design a es trusses are to be used In s non-corrosive environment, TRANS ID: LINK design loads be appfledtoany component. and are oruaryoonainan'oraee. 5.CompuTrue has no control over and assumes no responsibility for the 8.Design assumes lull beetling at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and lanelian of components. T.Design assumes adequate drainage is provided. July 13,2015 B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center TM/WI-CA in BCSI,copies of which will be furnished upon request. lines coincide wllh Joint center Imes. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 9.Digits indicate size of plele In Inches. F ( ) 15 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 9'— 10.3" (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #166TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF 441&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: l mph, h=20ft, closed,2 Cat.2,6.0, ASCE HFRS( DL ON BOTTOM CHORD = 10.0 PSP (All Heights), Enclosed, Exp.e, MWFRS(Dir), load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, L ) Truss designed for wind loads L = 25 PSF Ground Snow (P g in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall DON.. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. 9.00 D AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 —/ o I I rn f ro ...ill 111.1111=1111=111MIIMIM 9 M-3x4 1 l 1 1-00 4-10-04 � �Q,0q P R ace 4,, ,89782PE JOB NAME : 5019-A POLYGON - E1 '// . Scale: 0.8258 /, WARNINGS: GENERAL NOTES, unless otherwise noted: V / 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual ' REGS_F �"� �„ Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /. �, 2.204 compression web bracing must be installed where shown s. Incorporation of component is the responds toy of the building designer. V,el ty.. {� �Q. 3.Addlional temporary bracing re insure stability during construction 2.Design assumes the top and bottom chords be laterally ltheirbraceCl --1 c 7 lathe responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.c.respectively unless braced throughout their length by DATE: 7/13/2015 the overall nsibiura Is the responsibility f the buildingcontinuous sheathing such as plywood sheathing(TC)andlor drywall(BC). P]1 'L p ty o designer. 3.2o Impact bridging or lateral bracing required where shown.. "ill SEQ.: K1301130 4.No load should be applied toenycomponent until after all bracing and 5.4.Designtallation ofIru sisthherrso responsibilitye fin the nespectiveiive c environment, fasteners are complete and at no time should any loads greater than Issue es condition" use. TRANS I D: LINK design loads be applied to.m component. and 6.Design assumes lull bearing at all supports shown.Shim or wedge If 6.CompuTrus has no control over and assumes no responsibility for the ,,,ry. EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. July 1 3,2015 6.This design is furnished subject to the limfations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJI"CA In SCSI,copies of which will be furnished upon request. lines coincide with join)center lines. 9.Diggs Indicate size of plate in Inches. MiTek USA,Ino.ICompsTrlls Software 7.6.7(IL)-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 TRUSS SPAN 6'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-43) 57 3-5=(-213) 156 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-B9) 75 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TO LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSI' 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" -77/ 928V -29/ 88H 5.50" 0.68 RODE ( 625) M-1.5x9 or equal at non-structural LL = 25 POE Ground Snow (Pg) 6'- 10.3" -33/ 280V 0/ OH 5.50" 0.45 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL L REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc Spaci11g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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" 6-06-08 0-03-12 MAX TC PANEL LL DEFL = 0.128" @ 3'- 5.7" Allowed = 0.392" fi r MAX TC PANEL TL DEFL = -0.169" @ 3'- 5.8" Allowed = 0.588" 12 MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.5" 9.00 D - MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 140 mph, h=20.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9 3 -> (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads A in the plane of the truss only. II ' IIIIIIIIII u, I 0 I N ti I o m C3 1 1 21110'.W 110. 4115 M-3x4 M-1.5x3 1 1 1 6-06-08 0-03-12 Jr 1 1 1-00 6-10-04 `�,¢O D PR D ce.c., c ti4GINEF'' 0 ' ,a9782PE I JOB NAME : 5019-A POLYGON - E3 `v:_ 7,/..-- '-\,�-` Scale: 0.6053 ` -- Wir WARNINOS: O. hRAe NOTEis unless onitheparserrnse ate: I7� ORE41, GON Truss• E 3 Builder and erection contractorconstruction should be commences. of all General Notes This design p basedonlyca upon the parameters parameters sewn and Is for an individual and Warnings before construction commfMcos, balding component.Applicability of design psramelere and proper L 2q 2.2x4 compression web bracing must be Installed where shown+. incorporation of component k the responsibility of the buckling designer. 1d �. 3.Additional temporary bracing to Insure stability during construction 2.Design and at 15 the top and bottom chortle to be laterally braced et 7� R ', �1�. is the responsibility of the erector.Additional permanent bracing Si 2'0.4 antl at sheathing etcrespectively as sty unless braced throughout their length by `(/. DATE: 7/13/2015 the overall structure le the responsibility of the building designer. continuousxImps insuch l b aNwg re uir et whereC)and/or+drywell(BC). p^ 3.2x Impact bridging or lateral bracing required shown++ f"'1 SEQ.: K1301131 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end et no time should any beds greater than 5.Design assumes trusses are to be used Ina non-corrosive environment TRANS ID: LINK design bads be applied bany component. and areror^crycondumn Drees. 8.Design assumes b8 bearing el all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the EXPI RES: 12/31/2016 necessary fabrication,handling, m shipment and installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be bested on both faces of truss,end placed so their center TPIIVVrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate she of plate In inches. MITek USA,Ine.ICornpaTraa Software 7.6.6(1 L)-E 7o.For bask connector plate design values see ESR-1311,ESR-1988(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/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 43 5-6=(-163) 115 5-2=(-226) 171 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-52) 49 2-6=(-134) 219 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 6-3=( -70) 32 LOADING TO LATERAL SUPPORT <= 12"01. UON. 12 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. SON. 4.00 C7 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 293V -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 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -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" 9 MAX HORIZ. TL DEFL = -0.000" @ 1'- 6.5" 3 Design conforms to main windforce-resisting M-3x4 I I system and components and cladding criteria. I I Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=1.6, 101111 Truss designed for wind loads in the plane of the truss only. op 0 r 0 lD 49 O ,H II 5>"<, X6 M-1.5x3 M-3x4 ���,.0 PR Ofi�Css . co N INF9 ro2f y 1-00 y 2-00 y %�, 89782PE JOB NAME : 5019-A POLYGON - E4 %�- ' ' -. Scale: 0.9828 ,'-'.4.. WARNINGS: GENERAL NOTES, unless otherwise f/noted: �+} OREGON 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is bran individual !..- On E GC) `a h Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper /{f!- (P 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. +l1 lltl s.�.`.. G &�, 3.Additional tem bracing to Insure stability during traction 2.Design assumes the top and bottom chords to be laterals braced al J 'l j"(�/ 6 temporary g y g cons 7 ow.and at 10'o.c.respeGNely unless braced throughout their length by /� {'� Is the responsibility r of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J"A},�1 t I '0` DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral brewing required where shown++ i V{.. SEQ.: K1301132 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective conlraclor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. end are ler"dry condition.'of use. TRANS I D: LINK 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design esa es NII bearing at ell supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. sum es fabrication, Julyshipment 13,2015 6.This design is furnished subject to the limitations set forth by e.Plates shah be located on both laces of truss,and placed so their center • TPI/WICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTlus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(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/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) (- ) BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 69 3-5= 266 185 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 3-4-( -7) 3 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. I DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0'• 0'- 0.0" -69/ 993V -34/ 101H 5.50" 0.79 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacifig. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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" @ 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" (ff fMAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 4.00 " MAX HORIZ. TL DEFL - 0.001" @ 8'- 2.2" Design conforms to mai. windforce-resisting M-1.5x3 system and components and cladding criteria. 4 3 -/ I Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (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. N 0 I M M 1 _ to /2)< I ; -.5 M-3x4 M-1.5x3 J• y l 8-02-04 0-03-12 , l y 1-00 8-06 �6?Ep PR OF fis, ‘,4(31t44- q, 2 ` " 89782PE JOB NAME : 5019-A POLYGON iP2 ' 1/y Scale: 0.5732 WARNINGS: GENERAL NOTES, unless otherwise noted: Co, 4 Truss P2 1.Builder and emotion contractor should be advised of all General Notes 1.This design Is based only upon the parametersshown and is for an Individual .St"Y C)IRE1 11A1 �1�J and wenisge before construction commences building component Applicability of design parameters dna proper 7 VflEE0(11Yn' 2.2u4 compression web bracing must be Installed where shown 4 Hoo poratlon or component Is the responsibility of the building designer. ,,a) 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at )J.92.... V ', � � Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively anises braced throughout their length by I DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. continuous sheathing or latch as ed,5 requiredplywood iwhere shown tlrywall(SC). A.' �� t 3.2a Impact bridging or the lateral bredig r Co PA SEQ.: K13 0113 3 4.No bed should be applied b any component un1H after all bracing and 4.Installation of trues Is thresponability of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry condition"muse. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes NII bearing at sit supports shown.Shim or wedge if EXPIRES: P'RE 2/ /20 fabrication,handling,shipment end Installation of components. necessary. 1 S.This design sfurnished subject to the limitations set forth by S.Design shalbeelcated oneothl face to truss,a. July 13,2015 T S.Plates Meg be located on both latae of truss,end placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plele design values see ESR-1311,658-1988(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 ((DIP #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x4 [(DIP #1&BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 993V -34/ 101H 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 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "Inc spaci g. 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" @ -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" T 1' ' MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 D Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 9 -/ S Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II load duration factor=1.6, I . Truss designed for wind loads in the plane of the truss only. 1/5 0 N ++ Mx' -i of /z X 0 M-3x4 M-1.5x3 8-02-04 0-03-12 J. J. J• 1-00 8-06 ��� P Rp o, 'Z" 89782 P E v"" JOB NAME : 5019-A POLYGON - P1 /i7f/ 1,, Scale: 0.5732 / WARNINGS: GENERAL NOTES, unless otherwise noted /'� (`� /0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en IndNidual ,OREGON Q' Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper !- ge 2.2x4 compresdo web bracing must be Installed where Mown+. Incorporation of component Is the responsibility of the building designer. 17,9 d 11 t1 ty.`,. f 3.Additional tem brach to Insure stability during construction 2.Design assumes the lop end bottom chords braced be laterally braced at 7 "Irl Y J _+ temporary g Y g cons 2'o.c.and at f 0'o.c.respectively unless throughout their length by V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ir PA U L �� DATE: 7/13/2015 the overall structure i the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 1 3 0113 4 4.No mad should be applied to any component until after all bracing and 4.Installation oftru t is sthhe responsibility sibiltybe yd tteenoo-ectNe contractor.lenl, fasteners are complete and at no time should any loads greater than sign assumes design loads be applied to any component• and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necefabrication,handing,shipment end Installation of components. aaaryq q 7.Mates assumescaedon drainage rJuly IJ,2015 8.This design is furnished subject to the limitations set forth by B.Platen shall be located on both feces of truss,and placed so their canter TPI/WICA In SCSI,copies of which will be furnished upon request. lines colncde with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek)